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HomeMy Public PortalAbout19-068 - Establishing Interim Development Impact Fees And Amending the Comprehensive Schedule of Fees Previously Adopted By Resolution No. 19-093RESOLUTION NO. 19-068 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CARSON, CALIFORNIA, ESTABLISHING INTERIM DEVELOPMENT IMPACT FEES AND AMENDING THE COMPREHENSIVE SCHEDULE OF FEES PREVIOUSLY ADOPTED BY RESOLUTION NO. 18- 093. WHEREAS, on July 17, 2018, the City Council adopted Resolution No. 18-093 amending the City of Carson's Schedule of Fees, and the resulting Schedule of Fees is currently in place; and WHEREAS, upon the effective date of Ordinance No. 19-1931 establishing the Interim Development Impact Fee (IDIF) program (60 days after the adoption of Ordinance No. 19-1931), the City of Carson (the "City") will have authority to impose and collect IDIFs on new development as described in said Ordinance; and WHEREAS, the intent and purpose of the IDIF to ensure that new development will not burden the City's existing population with the cost of traffic, parks facilities, and other City facilities required to accommodate growth; and WHEREAS, the City of Carson engaged the services of Kelly Associates Management Group ("KAMG") to analyze the need for public facility improvements and calculate IDIFs to meet that need; WHEREAS, KAMG provided an Interim Development Impact Fee Nexus Study (the "Fee Study"), dated March 19, 2019, attached hereto as Exhibit A and incorporated herein by this reference, which identifies the need for, and calculates the amount of, Interim Development Impact Fees to pay for necessary public facility improvements to serve and mitigate the impacts of new development; and WHEREAS, the IDIFs are reasonably calculated to provide funds for facilities and capital improvements, the needs for which are attributable to impacts of development projects upon which the fee will be imposed; and WHEREAS, upon the effective date of this Resolution, the City of Carson will collect, administer, and expend all IDIFs pursuant to the Resolution, Ordinance No. 19-1931, and State law; and WHEREAS, on March 21, 2019 and March 28, 2019, notices of the public hearing to be held on April 2, 2019 regarding the proposed IDIFs were published in Our Weekly; and WHEREAS, all interested parties that requested notice of the proposed IDIFs were notified, in writing, fourteen days prior to the public hearing to be held on April 2, 2019, regarding the same; and WHEREAS, at least ten days prior to the April 2, 2019, public hearing, the City made available in the City Clerk's Office and on the City's website the Fee Study and other public data indicating the amount of the cost, or estimated cost, required to provide the service for which the fee or service RESOLUTION NO. 19-068 Page 1 of 570 charge is levied and the revenue sources anticipated to provide the service, including General Fund revenues; and WHEREAS, on April 2, 2019, the City Council held a duly noticed public hearing at which oral and written testimony was received and considered; and WHEREAS, the City Council now desires to adopt new Interim Development Impact Fees, in accordance with the nexus calculations and recommendations in the Fee Study; and WHEREAS, the City Council now desires to adopt the IDIFs as set forth in the proposed amended Schedule of Fees; and WHEREAS, the City Council may determine it to be in the public interest to adopt fees less than the maximum justifiable fee presented in the Fee Study; WHEREAS, faced with the demands on Public Facilities and services resulting from new development, without an Interim Development Impact Fee, the City will not be able to sustain its existing level of Public Facilities and services due to the fact that: 1. Carson is a very low property tax city, meaning it had no local property rate in the three years preceding the adoption of Prop. 12 in 1978, and therefore, has a permanently small share of the 1% property tax allowed by Prop. 13 as compared to other cities; 2. The City's assessed property values have not increased at the same rate as neighboring cities in part due to the heavy industrial presence in the City of petroleum and other industrial and manufacturing uses, resulting in slower property tax revenue growth; 3. Carson also has one of, if not the lowest, utility users tax in the region. Prior to the 1950s the County of Los Angeles allowed cities to incorporate as full property tax cities; 4. Carson incorporated in 1968 and was required to accept low property tax status in order for the County to agree to city formation. Although, many cities use property and utility user's taxes to fund City services, the low tax property tax and low utility user's tax rates in Carson amplify the City's fiscal challenges; and 5. While Carson was long able to rely on redevelopment revenues to fund capital costs in the City, the State's decision to terminate redevelopment has stripped the City of those revenues. THE CITY COUNCIL OF THE CITY OF CARSON HEREBY FINDS, RESOLVES AND ORDERS AS FOLLOWS: Section 1. The above recitals are true and correct and incorporated fully herein. Section 2. The City Council has considered the information in the Fee Study, which analyzes the need RESOLUTION NO. 19-068 Page 2 of 570 for capital improvements and/or public facilities in the following six Interim Development Impact Fee Categories: (1) Traffic; (2) Parks; (3) Beautification; (4) General Government Facilities; (5) Transportation Infrastructure; and (6) Utilities and Sustainability. Section 3. The City Council determines the following: 1. Based on the information and analysis presented in the Fee Study, the City Council finds a reasonable relationship exists between the IDIF use and the type of developments subject to the IDIF because: a. The IDIFs are one-time charges on new development to either fully or partially recover the estimated reasonable costs of providing the public infrastructure needed to mitigate the impacts of such new development. b. The Parks IDIF is based on the costs of land acquisition and basic improvements to ready the land for park development to provide new parkland at a ratio of 3 acres/1000 additional population or employees equivalent to population. c. The Traffic IDIF is based on the costs estimates for the specific Traffic Circulation System Improvements needed for the additional traffic related to new development. d. The IDIFs for Beautification, General Government Facilities, Transportation Infrastructure, and Utilities and Sustainability are based on new developments' proportional share (proportion determined by costs distributed between new development and existing development) of the City's estimated cost of each eligible Capital Project as identified by the Fee Study. IDIFs will be used for acquisition, design and development (installation and construction) of public facilities. 2. Based on the information and analysis presented in the Fee Study, the City Council finds a reasonable relationship exists between the need for public facilities and the type of development subject to the IDIF because: a. New development will result in additional population and employees (population equivalents) who will require additional public facilities capacity. b. Based on those population equivalents, the IDIFs are calculated based on development type, and how the developments are predicted to increase the population's demands on existing City facilities. c. The Fee Study analyzed the impacts of five years of growth based on the City's list of 23 major projects which are projected to add 1,470 multiple family dwelling units; 810,000 sq. ft. of commercial; 68,360 sq. ft. of office; 1,073,280 sq. ft. of industrial/business park; 2,187 truck yard spaces; 247 hotel rooms; 599,000 sq. ft. of recreational development and 300 dormitory rooms. RESOLUTION NO. 19-068 Page 3 of 570 3. Based on the information and analysis presented in the Fee Study, the City Council finds a reasonable relationship exists between the fee amount and the cost of public facilities subject to the IDIF because: a. The IDIFs are calculated based on the estimated cost of additional or improved public facilities to meet the impacts of development. b. The Parks cost is from the Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment analysis of future park costs in Carson. c. The Traffic cost is from the WGZE study of the specific needed traffic improvements. d. The Fee Study determined that Parks and Traffic facilities and improvements are only needed due to new development, and therefore, the IDIFs for these two categories are based on new development paying for Parks and Traffic facilities and improvements necessitated by a development project's impact. e. Unlike Parks and Traffic facilities needs created solely by new development, development projects' impacts on facilities described in the Fee Study under the categories of Beautification, General Government Facilities, Transportation Infrastructure, and Utilities and Sustainability contribute to, but are not solely responsible for, the need for new public facilities. Therefore, the Fee Study analyzed the cost of public facilities in those four categories, and spread the cost between new and existing development based on an estimated level of benefit with new development adding just over 4% to the need for these improvements and receiving just over 4% of the benefit. As a result, new development subject to IDIFs in those four categories will pay just over 4% to the total costs of each of the improvements within these four categories. 4. The method of allocation of the Interim Development Impact Fees to a particular development bears a fair and reasonable relationship to each development's burden on, and benefit from, the facilities and/or compensation measures to be funded by the six aforementioned Interim Development Impact Fee Categories, and 5. The Interim Development Impact Fees will be used towards the improvements identified in the IDIF study that include costs attributable to the increased demand for capital improvements and/or public facilities related to new Development. Section 4. The Fee Study is hereby approved and adopted because the Fee Study: 1. Identifies the purpose of each IDIF; 2. Identifies the use to which each fee will be put; and 3. Demonstrates reasonable relationships as required by the Mitigation Fee Act. Section S. The fee schedule previously adopted by Resolution No. 18-093 is amended to include the following Interim Development Impact Fees, and the amended Schedule of Fees is attached as Exhibit B: RESOLUTION NO. 19-068 Page 4 of 570 RESOLUTION No. 19-068 INTERIM DEVELOPMENT IMPACT FEES Project Type Development FINAL RATES** Unit Residential MFR Studio 11 Unit $ 11,200.00 Bedroom Residential MFR All Other Unit $ 14,000.00 $ 4,371.98 Commercial KSF ($4.37 per sq. ft.) $ 3,032.88 Office KSF ($3.03 per sq. ft.) Dormitory Bed $ 974.78 Hotel Room $ 11605.55 Truck Yard Truck Space $ 694.78 $ 4,368.82 Recreational KSF ($4.37 per sq. ft.) $ 2,439.38 Industrial 1 Business Park KSF $2.44 per sq. ft. KSF = 1,000 Square Feet MFR = Multifamily Family Residential *Not all fees may apply, refer to Ordinance No. 19-1931 (Article XI of C.M.C) *Includes 12% Administration Fee added to Final IDIF Amount Section 6. Unless otherwise revised, the fees established by this Resolution shall be annually adjusted each fiscal year, beginning on July 1, 2020, based on the State of California Construction Cost Index (the "CCCI") increase for the previous calendar year as determined on March 1 of each year. Section 7. The adoption of the Fee Study and the IDIFs are categorically exempt from environmental RESOLUTION NO. 19-068 Page 5 of 570 review pursuant to Section 15061(b)(3) of the California Environmental Quality Act (CEQA) Guidelines. The intent of the fee Study and the IDIFs are to provide a funding mechanism for projects that have been or will be analyzed under CEQA. Section 8. This Resolution shall become effective 60 days after the City Council's adoption of Ordinance No. 19-1931 establishing the IDIF program. Section 9. The City Clerk shall certify to the passage and adoption of this Resolution and enter it into the book of original Resolutions. [Signatures on Fallowing Page] RESOLUTION NO. 19-068 Page 6 of 570 PASSED, APPROVED AND ADOPTED by the City Council of the City of Carson, California, at a regular meeting held on the 2nd day of April, 2019. APPROVED AS TO FORM: f�r Sunny K. oltani, City Attorney STATE OF CALIFORNIA S COUNTY OF LOS ANGELES ) ss. CITY OF CARSON ) CITY OF CARSON: ATTEST: Donesia Gause-Alda fa, MMC, City Clerk I, Donesia Gause-Aldana, City Clerk of the City of Carson, California, hereby attest to and certify that the foregoing resolution, being Resolution No. 19-068, adopted by the City of Carson City Council at its meeting held on April 2, 2019, by the following vote: AYES: COUNCIL MEMBERS: Robles, Hicks, Davis -Holmes, Hilton, Dear NOES: COUNCIL MEMBERS: None ABSTAIN: COUNCIL MEMBERS: None ABSENT: COUNCIL MEMBERS: None Donesia Gause-Aldana, MMC, City Clerk RESOLUTION NO. 19-068 Page 7 of 570 EXHIBIT A - RESOLUTION. 19-068 KELLY ASSOCIATIES MANAGEMENT GROUP FINAL INTERIM DEVELOPMENT IMPACT FEE STUDY (MARCH 19, 2019) March 19, 2019 elly associates Management Group Executive Summa The City of Carson retained Kelly Associates Management Group LLC (KAMG) to assist in the coordination of the City's Interim Development Impact Fee Study. Development Impact Fees (DIFs) are a valuable tool to fund infrastructure needs associated with new/additional development within the City. The legal basis for DIFs is AB 1600, first adopted in the late 1980s, codified in the California Government Code starting with Section 66000, and known as the "Mitigation Fee Act". Since DIFs are used to enhance capacity and serve new development, there needs to be a rational nexus between the improvement and the new development. The fee cannot be imposed to address existing deficiencies except where they are exacerbated by the new development. Furthermore, other provisions of the Government Code prohibit the use of DIFs for maintenance or operating costs. A much more detailed discussion of the Mitigation Fee Act and the legal basis, requirements and limitations on DIFs is found in the referenced 2017 KAMG White Paper. Currently the City of Carson does not have any DIFs. The City of Carson is a "low property tax" community as conditioned by the County of Los Angeles. As such, it is extremely difficult for the City to fund both maintenance and operations and capital improvements needed to serve new growth and development. Until recently, the City of Carson had a moratorium on new or expanded logistics (industrial) facility development. During this moratorium, development could only be considered if the developer both agreed to a) form or participate in future Community Facility Districts (CFDs) to pay for services associated with new development and b) pay a fair share DIF to offset the necessary capital improvements associated with growth. The City of Carson is now moving ahead with adoption of both CFDs and IDIFs. The City of Carson is undertaking a General Plan update which will set the foundation upon which to comprehensively plan for future infrastructure needs in coordination with future growth and new development. If the City continues to wait until adoption of its General Plan before establishing and collecting DIF's for new development, it risks falling further behind in its ability to fund needed capital improvements. KAMG recommends that the City of Carson proceed with the adoption of Interim Development Impact Fees (IDIFs) to ensure that development anticipated over the next few years pays its fair share toward necessary infrastructure improvements. The proposed IDIFs would be charged to Residential Condos and Apartments, Commercial, Office, Hotel, Industrial/Business Park, Truck Yard, Recreational, and RESOLUTION NO. 19-058 (Exhibit A) Page 8 of 570 Dormitory development. KAMG further recommends that once the General Plan is adopted and additional related studies are completed, the City of Carson complete a more comprehensive DIF study to establish ongoing fees. Background I Several studies serve as the basis for the proposed IDIF fees. Five Year Interim Development Impact Fees - In 2017, Kelly Associates Management Group LLC (KAMG) prepared a Phase 1 IDIF Study and White Paper, with the recommendation being that the City of Carson proceed with the required technical studies to refine cost estimates associated with new growth and development over the next 5 -year period. By the end of the 5 -year period, the General Plan update is anticipated to be completed and a more comprehensive DIF study can be prepared to establish ongoing fees. Twenty-three major projects were identified by the City, resulting in the anticipated 5 -year growth of 1,470 multiple family dwelling units (294 condos/townhouses and 1,176 apartments/studios); 810,000 sq. ft. of commercial; 68,360 sq. ft. of office; 1,073,280 sq. ft. of industrial/business park; 2,187 truck yard spaces; 247 hotel rooms; 599,000 sq. ft. of recreational development; and 300 dormitory beds. W. G . Zimmerman Engineering Study - Using the above growth projections, the City of Carson contracted with W. G. Zimmerman Engineering, Inc. (WGZE) to prepare the technical costs for the traffic/circulation system improvements and truck traffic impacts/sound wall improvements and installation associated with the 5 -year growth. It is projected that the growth will add over 71,000 average daily trips to the City's existing circulation system, resulting in the need for intersection improvements to maintain acceptable levels of service. Ten of the 23 major projects will add significant truck traffic resulting in the need for specific sound wall construction/improvements to reduce level of truck route sound impacts on adjoining sensitive land uses. Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment — In May 2016, Los Angeles County completed a comprehensive study of parkland needs as part of Measure A (Safe Clean Neighborhoods Parks and Beaches Parcel Tax). This study included Carson's participation and established land acquisition costs of $950,920/acre plus basic infrastructure costs of $1,093,300/acre for a total cost of $2,044,220/acre. It calculated Carson's current parkland ratio at 1.5 acres per 1,000 population, which is significantly lower that the City's General Plan ratio of 3 acres/1,000 ratio and the countywide average of 3.3 acres per 1,000 population. KAMG has calculated the IDIF based on the 3 acres/1,000 ratio. Community Facilities Districts (CFDs) - Separate from the IDIF studies, but during the same timeframe, the City of Carson contracted with NBS to prepare a Fiscal Impact Analysis for Citywide Future Development. This study provides the analysis for the Community Facilities Districts to offset the costs of ongoing services that exceed anticipated revenue anticipated to be received from future development projects. Some of the assumptions identified in the NBS study were used as the foundation for the IDIF recommendations. City of Carson Capital Projects and City Executive Management Team Memo - The City of Carson also provided KAMG with a Capital Projects list for possible inclusion into the IDIF. Per the attached City's Executive Management Team memo there is an existing need for significant municipal infrastructure RESOLUTION NO. 19-068 (Exhibit A) Page 9 of 570 improvements that is being further impacted by future development growth. This list of projects is in addition to the specific Traffic/Circulation System improvement needs identified in the WGZE study of the 23 projects projected within the next 5 -year period. KAMG reviewed this list and has included projects that are justified as a capital project that adds capacity necessary to accommodate growth. Analysis KAMG has incorporated the methodology of the WGZE study, the Los Angeles County Comprehensive Study of Parkland Needs, and the NBS study to produce the recommendations in the attached Table A: Recommended IDIFs for Parks and Specific Traffic Improvements. In particular, the Specific Traffic Improvements IDIF is based directly on the WGZE study. The Parks IDIF is based largely on the Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment for land acquisition and infrastructure costs. The person per household and nonresidential impact equivalencies are derived from the NBS study. The NBS study estimated a population/ dwelling unit ratio of 2.0 for studios/1 bedroom and 3.6 for all other residential units, a 1 employee/950 sq. ft. for commercial use, and a 1 employee/1,000 sq. ft. for industrial use. Finally, the NBS study provided reduction factors for demands on public service, with an overall reduction of demand of 50% for an employee over the service needs of a resident, with an additional 25`Yu reduction in impacts on services relating to city park facilities. KAMG utilized a reduction factor for dormitory and hotel occupants of city parks, with a usage rate of 10%, recognizing that university students have significant recreational opportunities on campus and hotel guests are transient and less likely to utilize city parks. This reduction factor is intended to ensure that these uses are not overburdened by the IDIF. WGZE's study of sound wall needs demonstrate that the impacts are more site specific than citywide. As a result, KAMG recommends that the City of Carson utilize the sound wall study to assess specific mitigation measures from the ten specified truck traffic inducing projects identified in their study. The City of Carson Capital Projects list was reviewed by KAMG to determine whether each of the projects is justified as a capital project that adds capacity necessary to accommodate growth. Based on our analysis, a few of the projects are not yet vetted enough for inclusion at this time. Specifically, the landscape master plan and associated median improvements have yet to be addressed as a current policy or standard by the City. It is anticipated that with the current General Plan update, these landscape beautification efforts will be addressed and subsequently may be ready for inclusion in the permanent DIF following adoption of the General Plan update. KAMG has also determined that various projects should not be included because they are directly related to ongoing or deferred maintenance and do not entail development of additional infrastructure growth capacity. Specifically, KAMG is not including the following projects as eligible toward the IDIF: #16 Annual Street Tree Replacement, #40 ADA Upgrade of City Facilities, and the various Roadway Pavement Projects #166 Martin Luther King Jr. Street, #169 Dominguez, #179 Avalon, #180 Carson Street, #181 Victoria, #182 213'h Street, #183 Wilmington, #184 Main Street, #185 164th, #186 Lomita, #187 Sepulveda and #188 Figueroa. RESOLUTION NO. 19-068 (Exhibit A) Page 10 of 570 For all the remaining projects that not only address existing needs but also future growth capacity, KAMG calculated a per person cost equivalency based on the future population to be served which is a combination the current residential and nonresidential equivalency population plus the 5 -year future residential and nonresidential equivalency growth based primarily on the NBS study methodology. This methodology ensures that new development growth only pays its proportional fair share toward each of the eligible listed capital improvement projects. The four broad categories of additional capital improvement infrastructure are as follows: Beautification, General Government Facilities, Transportation Infrastructure, and Utilities and Sustainability. Beautification includes signage and street furniture that assist in reducing congestion and associated pollution. General Government Facilities includes a new teen center, a new corporate yard/public services complex, major improvements to city hall and security cameras citywide at major intersections. Transportation Infrastructure includes Lenardo Drive, street widenings, new traffic signals and upgrades, bicycle lanes and paths, bridge widening and a new transit center. Utilities and Sustainability includes Green Streets, Opterra solar and back-up system and a reclaimed water system. The Attached Table B: Maximum IDIFs for Additional Categories of Broad Capital Improvements provides a breakdown of potential fees by development type. KAMGs calculation sheets are also attached. The total maximum IDIFs are of combination of the specific IDIFs for Parks, Specific Traffic Improvements (Table A), plus the broad categories of Beautification, General Government Facilities, Transportation Infrastructure and Utilities and Sustainability (Table B). . Table 1: Combined Maximum IDIFs for each Development type Development type Dev. units Maximum combined categories IDIF Residential MFR Studio/1Bedroom DU $14,333.43 Residential MFR all other residential units DU $25,368.05 Commercial KSF $3,903.55 Office KSF $2,707.93 Hotel room $1,433.53 Industrial/Business Park KSF $2,178.02 Truck Yard Space $620.34 Recreational KSF $3,900.73 Dormitory Bed $870.34 DU = Dwelling Unit; KSF = 1000 square feet Comparison Cities KAMG reviewed the DIFs of a few nearby cities. KAMG focused on the cities of Signal Hill, Torrance and Long Beach that have updated their DIFs recently. These three cities represent a range of small, medium and large size cities with varying levels of current growth. Each city has its own unique development potential and associated growth induced infrastructure needs; therefore, it is not possible to compare DIFs between cities except to gauge whether a DIF may be so high as to potentially discourage development. KAMG notes that some cities choose to limit their DIFs substantially below RESOLUTION NO. 19-068 (Exhibit A) Page 11 of 570 their maximum justified fair share amount in order to subsidize development that they are seeking to attract. Hawthorne is an example of this where they significantly lowered their DIFs in 2010 and have not adjusted them since that time. The following Table 2 compares the DIFs of Signal Hill (updated 3/2019), Torrance (updated 7/2018) and Long Beach (updated 10/2018) with the proposed maximum IDIFs for Carson. Table 2: Comparison Cities' DIFs Development !ype Signal Hill Torrance Long Beach Carson - proposed MFR/du $27,575.42 - $36,055.42 $2,427.13 $5,602.78 $14,333.43 $25,368.05 Commercial/ksf $7,530 - $10,670 $5,799.34 $6,729 - $8,229 $3,903.55 Office/ksf $1,230 $5,799.34 $5,883 - $6,883 $2,707.93 Industrial/ksf $750 $1,347.87 - $1,954.31 $4,470 $2,178.02 du = dwelling unit, ksf = 1,000 square feet Recommendation It is recommended that the City Council review and approve, or modify and approve IDIFs in Table 1. As presented, the IDIFs in Table 1 are the maximum levels that are justified and reflect the parkland ratio of 3.0 acres/1000 population as stated in the current Carson General Plan. The City Council may adopt any level of IDIFs up to the maximum levels in Table 1. The City Council should adopt an Ordinance establishing the IDIFs by category and a Resolution adopting the specific fees. It is further recommended that the City of Carson utilize WGZE's sound wall study to assess specific mitigation measures from the ten specified truck traffic inducing projects identified in their study. RESOLUTION NO. 19-068 (Exhibit A) Page 12 of 570 Reference documents: September 2017 KAMG Phase 1 Study and White Paper City of Carson Major Projects List (revised 11/15/18) — 5 Year Projection WGZE Traffic and Sound Wall Impact Fee Study, February 2019 NBS Fiscal Impact Analysis for Citywide Future Development, March 2019 Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment Carson Executive Management Team Memo and City of Carson Capital Projects List, March 19, 2019 KAMG Calculation Sheets March 19, 2019 Attached: Table A Recommended IDIFs for Parks and Specific Traffic Improvements. Table B: Maximum IDIFs for Additional Categories of Broad Capital Improvements RESOLUTION NO. 19-068 (Exhibit A) Page 13 of 570 Table A: Recommended IDIFs for Parks and Specific Traffic Improvements Development type Dev. units Traffic IDIF Parks IDIF (based on 3 acres/1000) Residential MFR Studio/1Bedroom DU $540.13 $12,265 Residential MFR all other residential units DU $540.13 $22,077 Commercial KSF $2,293.19 $806 Office KSF $1,097.57 $806 Hotel room $744.14 $613 Industrial/Business Park KSF $647.87 $766 Truck Yard Space $237.95 $306 Recreational KSF $3,824.34 - Dormitory Bed $180.95 $613 DU = Dwelling Unit; KSF = 1000 square feet Table B: Maximum IDIFs for Additional Categories of Broad Capital Improvements Development type Dev. units Beautification IDIF General Government Facilities IDIF Transportation Infrastructure IDIF Utilities and Sustainability IDIF Residential MFR Studio/1Bedroom DU $47.74 $342.48 $697.72 $440.36 Residential MFR all other residential units DU $85.93 $616.46 $1255.89 $792.64 Commercial KSF $25.12 $180.25 $367.22 $231.77 Office KSF $25.12 $180.25 $367.22 $231.77 Hotel room $2.38 $17.12 $34.88 $22.01 Industrial/Business Park KSF $23.87 $171.24 $348.86 $220.18 Truck Yard Space $2.38 $17.12 $34.88 $22.01 Recreational KSF $2.38 $17.12 $34.88 $22.01 Dormitory Bed $2.38 $17.12 $34.88 $22.01 DU = Dwelling Unit; KSF =1000 square feet RESOLUTION NO. 19-068 (Exhibit A) Page 14 of 570 Reference Document #1: September 2017 KAMG Phase 1 Study and White Paper DRAFT AND CONFIDENTIAL kelly associates Management Group September 5, 2017 Mr. Kenneth C. Farfsing City Manager City of Carson 701 E Carson Street Carson, CA 90745 SUBJECT: INTERIM DEVELOPMENT IMPACT FEE (IDIF) STUDY Dear Mr. Farfsing: Kelly Associates Management Group LLC (KAMG) has completed its Interim Development Impact Fee Study for the City of Carson pursuant to our agreement and as discussed and agreed to. This report includes background information and a discussion of the current state of development in the City, projections of new development and related capital costs, and calculations of conceptual interim development impact fees subject to further review and analysis as required by state law. In addition, the report includes as attachments KAMG's revised Phase I Development Impact Fee White Paper (which was originally dated March 1, 2017) as well as a series of technical and back-up documents. Based on our assessment, KAMG recommends that the City of Carson proceed with the presentation of the required technical studies for Interim Development Impact Fees (IDIF), These fees would help offset the capital improvement cost associated with new growth and development over the next 5 -year period until the General Plan update is complete and a more comprehensive DIF study is done to establish ongoing fees. KAMG staff who participated in the preparation of this report includes Christine Kelly (Executive Vice President), Alice Angus (Managing Principal), and me. Sincerely, KELLY ASSOCIATES MANAGEMENT GROUP, LLC William R. Kelly P resident/CEO 1.140 norlh harborboulerard ■ suite 980 is iullerlon iD to c 92835 711.449.8132 RESOLUTION NO. 19-058 (Exhibit A) Page 15 of 570 kelly associates Management Group City of Carson Interim Development Impact Fee (IDIF) Study Prepared by Kelly Associates Management Group September 5, 2017 Recommendation Accept the Interim Development Impact Fee (IDIF) Study to begin the process to help offset the capital improvement cost associated with new growth and development over the next 5 -year period until the General Plan update is complete and a more comprehensive DIF study Is done to establish ongoing fees. The IDIF would be charged to new Industrial (including Truck Yards), Commercial (hotel), and Multi - Family Residential Development (including Resident Hails). The recommended overall IDIF per land use type is a necessary step to ensure that Carson requires new development to pay towards its fair share of new capital improvement costs and that the City does not have to carry the burden of the additional costs with Its already limited budget. Before the City Council can implement the less, however, state law requires the completion of specific, technical analysis and review by experts in each of the fee areas. Background The City of Carson retained Kelly Associates Management Group (KAMG) to provide project management for Development Impact Fee Coordination. The first phase of the contract resulted in the attached Phase I White Paper (Attachment A). As documented in the White Paper, KAMG found enabling language in the City's General Plan regarding establishing Development Impact Fees (DIFs), although to date the City has yet to adopt any DIFs. The City has negotiated some DIFs on a case by case basis via Development Agreements and collected impact fees as mitigation measures for large developments as called for via Negative Declarations or Environmental Impact Reports. The City has also conditioned a number of projects to pay the IDIF once adopted. The White Paper presented a detailed comparison table of DIFs currently charged by other adjacent and nearby cities. Most of the cities have RIFs in place for a variety of capital improvement areas such as parks, public safety, traffic and circulation and other public infrastructure needs. An aggregate of the overall DIFs charged by a few of those cities (Compton, Hawthorne, Long Beach, Signal Hill and Torrance) range from $0.59 - $4.47/sq. ft. for Industrial; $2.43 - $7.07/sq, ft. for Commercial; $2,318- $19,419 per unit for single family residential plus Quimby Act park fees (note: Torrance has an exemption for single family residential); and $2,040 - $33,796 per unit for multi -family residential. 1 RESOLUTION NO. 19-068 (Exhibit A) Page 16 of 570 City of Carson Interim Development Impact Fee (IDIF) Study September 5, 2017 The City of Carson incorporated in 1968 as a "low property tax" community as conditioned by the County of Los Angeles. Carson receives only 6.7 cents on each property tax dollar collected in the City compared to full property tax cities like Long Beach that receive 35 cents on each property tax dollar to help fund municipal services and capital improvements. The low property tax designation also makes it difficult for Carson to both fund maintenance and operations and to fund capital improvements needed to serve new growth and development. This being the case, it is even more fitting that Carson seriously consider the adoption of RIFs to help fund the needed capital improvements related to new growth and development. Since RIFs are used to enhance capacity and serve the new development, there needs to be a rational nexus between the Improvement and the new development. The fee cannot be imposed to address existing deficiencies except where they are exacerbated by the new development. Status of Current Development Recently, Carson adopted a moratorium on new or expanded logistics (industrial) facility development. This moratorium does allow for consideration of proposed development as an exception on a case by case basis with certain provisos including. 1) the willingness of the developer to form or participate in future Community Facility Districts (CFDs) to help offset the ongoing increased cost of public services related to the new growth and development and 2) entering into an agreement to pay a fair share RIFs to help offset the necessary capital improvements needed to accommodate the new growth and development. Several development proposals are being considered as exceptions. Over the last 11 years, the City of Carson has annually adopted budgets with deficits between operating expenditures and annual revenue. On June 20, 2017 the City Council adopted a General Fund budget with an actual deficit of $3.45 million. When one also considers that the FY 2017-18 General Fund budget includes a $3.1 million hiring freeze and non-recurring resources of $1.35 million, the structural deficit in calculated to be $7.9 million or 10.4% of General Fund revenue. The City's General Plan is in need of an update to adequately consider the appropriate amount and type of future growth and to ensure that Carson grows to its intended future vision of an attractive environment for its citizens with a balance of sustainable land uses. The City has a General Plan update in process by Dyett & Bhatia that will be completed in mid -2019. The Plan will provide a solid foundation upon which to plan for future infrastructure needs in coordination with future growth and new development. 2 RESOLUTION NO. 19-068 (Exhibit A) Page 17 of 570 City of Carson Interim Development impact Fee (IDIF) Study September 5, 2017 Until the General Plan update is complete and adopted, it is premature to fully develop a complete analysis and recommendation for all appropriate RIFs, but it is crucial that the City not wait to put Interim fees in place. If the City continues to wait, it runs the risk of the City falling further behind as new developments continue to not pay their fair share. Interim Projections of New Development and Related Capital Costs Carson is in an excellent location in the heart of the South Bay/Harbor area close to freeways, the ports, airports and transit. Development proposals are still forthcoming and the City needs to balance the benefits of new growth and development with the extra cost burden that this growth brings in terms of needed capital improvements. The City has prepared a list (Attachment B) of anticipated new development and clarified which of those projects are likely to be developed within the next 5 years, i.e. the short term. Just this list alone anticipates approximately 2,100 new residential units, 1,405,000 sq. ft. of Commercial development, 2,235,000 sq. ft. of Industrial development and 300 new residential hall beds within the next 5 years as part of a much larger anticipated surge in new development. Some of these developments are within the former The Boulevards site and subject to specific funding agreements and others are within the Industrial moratorium area and subject to negotiated funding agreements. To develop a reasonable IDIF, KAMG and City staff considered known areas of needed public infrastructure improvements (Capital Improvements) to accommodate this level of growth. For the IDIF, the focus includes five areas: Public Safety (Sheriff and Fire), Parks, Traffic and Circulation, Sound Walls, and Drainage and Flood Protection (Storm Water Pollution Prevention Compliance). Public Safety Component Carson contracts with the Los Angeles County Sheriffs Department (LASD) for law enforcement. The Los Angeles County Fire Department (LACoFD) provides fire service to the City as a separate taxing entity, similar to the Los Angeles County Unified School District. LASD recognizes a need to make Improvements to their headquarters to accommodate the extra demand of new growth. The current estimate for the building modification cost is approximately $1,600,000. Although the LACoFD is a separate taxing entity, it has identified the need for a new station within the City and expansion of another station. Costs estimates for new station development is in the range of $10,000,000 - $10,500,000. The station expansion cost is not known but would require additional land acquisition. The LACoFD has DIF's in place for unincorporated areas of high growth within its jurisdiction. Their rates effective since February 1, 2017 range from $0.918 to $1.1846 per sq.ft. 3 RESOLUTION NO. 19-068 (Exhibit A) Page 18 of 570 City of Carson Interim Development impact Fee (IDW) Study September 5, 2017 As a separate taxing entity, LACoFD would be the entity that would need to establish and adopt the fee. LACoFD could do so and then authorize the City to collect the fee on their behalf. Carson and the County are discussing this option. This authorization would require a Memorandum of Understanding (MOU) between LACoFD and Carson and be subject to the review of the Fire District's Special Counsel and the Carson City Attorney prior to adoption by both the County Board of Supervisors and Carson City Council. These assumptions will need to reviewed and analyzed by a separate technical study prior to submission of final DIF rates to the City Council. Parks Component Carson has an adopted Quimby Act Ordinance which establishes the park land development fee based on 3 acres of parkland per 1000 population. The ordinance applies to new residential subdivisions only as defined by the Quimby Act. The City's current General Plan goal is higher at 4 acres/1000 population. Cities can adopt a DIF that allows for a greater fee than allowed by the Quimby Act. Also since Quimby applies to subdivisions only, the apartment developments which are being proposed are not subject to that fee. A DIF could impose a similar park land development fee on this type of new development. In terms of park land need, It Is irrelevant whether the population is from single family development or apartments or condominiums. In May 2016, LA County completed a comprehensive study of parkland needs as part of Proposition A (Safe Neighborhoods Park Tax set to expire in 2019), which included Carson's participation. The study (Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment) concluded that in addition to various improvements within existing parks, Carson needs a couple of additional parks at a cost of approximately $2,852,761 for land plus $3,280,000 for general infrastructure each. These two parks total 3 acres. On a per acre basis these costs estimates equate to approximately $2,044,000 for land and basic infrastructure. This cost does not include any specific park improvements such as buildings, picnic structures, benches, play equipment, etc. Park land costs are estimated at approximately $1,350,000 per acre (2017 estimate). Carson's survey of land sales between 2014 and 2016 calculated the average value of one acre at $1,037,396, Added to development costs results in a total land and development cost per acre of $2,387,396. For the purposes of this interim fee study, KAMG is using this lower cost estimate. 4 RESOLUTION NO. 19-068 (Exhibit A) Page 19 of 570 City of Orson Interim Development impact Fee (IDIF) Study September 5, 2017 While most of the visitors/users of city parks are its residents, often there is some component of use by Its non-resident population whereby local employees visit the parks to exercise, relax, take lunch breaks, etc. A 2015 Fiscal Study by Allan D. Kotin & Associates prepared for the City concluded that each non- resident employee equates to 0.33 resident for estimating the cost of services. In the case of parks, the DIF could be used to acquire additional parkland and construct improvements in the area that will benefit the new development. These improvements could also be at an existing park if the location is such that it will serve the new development, but only on a proportional basis. For example, assume an existing neighborhood park serves an existing population of 5,000 residents and a new development will add 1,000 residents. The park would undergo renovation to update its facilities to accommodate the increased capacity. In this instance, the DIF from new development would cover 1/6"' of the cost of renovation. For the purpose of this interim fee study, KAMG is using the lower 3 acres per 1,000 people ratio and the lower LACaParks estimate of $2,044,00 per acre. These assumptions will need to reviewed and analyzed by a separate technical study prior to submission of final DIF rates to the City Council. Traffic and Circulation Component The present estimated cost of needed improvements to accommodate the projected 5 -year growth is $14,964,900. This cost estimate for roadway related capital improvements is based on trip generation rates related to the projected increase of 63,310 daily trips associated with the 5 -year development projections. This translates into a cost per trip of $236. See Attachment C. These numbers will need to reviewed and analyzed by a separate technical study prior to resubmission to the Council. Sound. Walls Component Carson has identified a growing need for sound walls along its roadways to buffer residential and other sensitive land uses from the increased noise associated with more heavy truck traffic throughout the City. The potential location of these sound walls is shown on the map in Attachment D. The identified need is for approximately 85,361 linear feet of sound walls at a cost of $10,926,208, based on $128/linear foot. Industrial and Commercial uses both have significant amounts of heavy truck traffic. The estimate for Commercial use is that 5% of Its traffic Is truck related, for Industrial it is 20% of its 5 RESOLUTION NO. 19-068 (Exhibit A) Page 20 of 570 City of Carson Interim Development Impact Fee (IDIF) Study September 5, 2017 traffic. Existing truck traffic within the City is 53,200 daily trips; growth will add another 11,920 daily trips. These assumptions will need to reviewed and analyzed by a separate technical study prior to submission of final DIF rates to the City Council. Drainaae and Flood ControVStorm Water Compliance Component Carson has been highly involved in studying the necessary actions and costs pertaining to Storm Water Pollution Prevention. The existing General Plan states that as development intensifies the City needs to ensure that its storm drain systems are adequate. Due to Carson's flat low-lying topography and proximity to the Dominguez channel, the City has recently experienced flooding, The City is regulated by the 2012 National Pollution Prevention Discharge Elimination System (NPDES) for the control of storm water. Carson is part of the Dominguez Creek Watershed Group which adopted the Enhanced Water Shed Management Program (EWMP) in 2015. The NPDES permit requires the Identification of control measures including Best Management Practices (BMPs) to address water quality and flood prevention issues. Carson's plan relies of two regional projects to retain, divert or treat storm water. The main subcategories are Low Impact Development (LID), Green Streets and regional BMPs. Carson is included in four watershed areas. A summary of cumulative implementation costs is $411,654,951 of which Carson would need to invest $95,970,056 by 2025 to meet the required 50% pollution reduction milestone. This investment cost is over $9 million annually over the next decade. The L.A. County Flood Control District Clean Water Fee Engineer's Report prepared by Willdan in 2012 identified 23,883 parcels In the Carson portion of the Dominguez Channel Watershed, approximately 16.09 square miles. The Engineer's Report identified typical percentages of impervious surface per land use. Industrial development ranges from 65% - 91% impervious surface when developed. While Implementation of LID can significantly reduce the amount of run-off, various sites in Carson cannot take advantage of LID due to factors including prior soil or ground water contamination or high ground water conditions. Still, in instances where LID is attainable or sites have implemented prior retention facilities on-site, the impact is lessened and the remaining IDIF should reflect this. Yet even with successful retention or LID implementation, the storm diversion is only at the 85 percentile storm size. The current LA County design standard is for the 95 percentile storm size. Thus, there will still be a fair share need basis for such development and land uses in the City. 6 RESOLUTION NO. 19-058 (Exhibit A) Page 21 of 570 City of Carson Interim Development Impact Fee (IDIF) Study September S, 2017 Since Industrial sites typically have the highest amount of impervious surfaces when developed, the interim DIF will only focus on Industrial Uses including Truck Yards. Nevertheless, as the City updates its General Plan, it should consider expanding its storm water compliance DIF component to include other non-residential land uses especially commercial and institutional uses. These assumptions will need to reviewed and analyzed by a separate technical study prior to submission of final DIF rates to the City Council. Calculation of Interim Development Impact Fee An IDIF would allow the City to offset some of the costs of needed capital improvements associated with new growth and development on a fair share basis. Due to the different components of the proposed IDIF, it would vary depending upon the type of development. The detailed calculation sheet is attached as Attachment F. While, it may be justified to adopt even higher fees, the calculation sheets keep the fees adjusted to a reasonable fair share level based on the available data pertaining to projected development and Improvement costs with the next 5 year period. For a quick comparison with neighboring cities, KAMG developed a summary comparison table (Attachment G). The calculation sheets do include a fee component for Fire. As noted previously in this report, the Fire fee is not one that the City can adopt, instead LACoFD would be the entity to adopt the fee and then could authorize the City to collect it on their behalf. While the City and County are discussing this option, it is currently unknown if the County will proceed with this fee. Stili, it is included in the calculations to provide information on the overall magnitude of the proposed interim DIF assuming that LACoFD does also proceed with an Impact fee. Based on these calculations, the overall IDIF for each development type would be as follows (subject to review and analysis by a separate technical study): Industrial - $3.44/sq jir - Potential storm water compliance component reduction with Implementation of LID, and a traffic and circulation fee credit could be applied for existing development. Interim Industrial development DIF components include Public Safety (Sheriff and Fire), Parks, Traffic and Circulation, Sound Walls and Drainage/Storm Water. • Truck yard - $807 56/space plus $0.52/sq. ft of site area - A traffic and circulation fee credit could be applied for existing development. Interim Truck Yard development DIF components include Traffic and Circulation, Sound Walls and Drainage/Storm Water. 7 RESOLUTION NO. 19-068 (Exhibit A) Page 22 of 570 City of Carson Interim Development Impact Fee (IDIF) Study 5eptember5, 2017 • Commercial - $7.77/sq. ft. - A traffic and circulation fee credit could be applied for existing development. Interim Commercial development DIF components include Public Safety (Sheriff and Fire), Parks, Traffic and Circulation, Sound Wall and Drainage/Storm Water. + Multi -Family Residential - $19,0371DU - Potential credit for on-slte recreational space that exceeds required on-site open space, and a traffic and circulation fee credit could be applied for existing development. Interim Multi -Family Residential development DIF components include Public Safety (Sheriff and Fire), Parks, and Traffic and Circulation. Resident Nal!/Dorms - $1,214/bed - Potential credit for on-site recreational space that exceeds required on-site open space, and a traffic and circulation fee credit could be applied for existing development. Interim Resident Hall/Dormitory development DIF components include Public Safety (Sheriff and Fire), Parks and Traffic and Circulation. If the resident hall/dorms are developed on University property by the University and used for student housing, the development would be exempt from this IDIF. Whatever DIF is ultimately adopted, all projects will still be subject to City code requirements and any other conditions applicable to the specific project. Credit for Existing Development PIFs are established to offset the impact of new development growth that creates the added need for new or expanded facilities. Some new development sites have existing development in place. This existing development is considered the baseline of the level of development for today's infrastructure. Therefore, the City needs to provide a credit for this existing development on a site -by -site basis to reduce the IDIF applied to such sites. For example, if a site already has a 10,000 sq. ft. industrial building and its owner proposes to raze the existing development and build a 25,000 sq. ft. development, the IDIF would be calculated on the net Increase of 15,000 sq. ft. of new development. Attachments The following documents are included as Attachments to this report: A. Development Impact Study (3-13-17) Phase I White Paper B. Projected Development Table and Map 8 RESOLUTION NO. 19-068 (Exhibit A) Page 23 of 570 City of Carson Interim Development Impact Fee (IDIF) Study September 5, 2017 C. Traffic Projections and Fee Calculations D. Sound Walls location and costs E. Drainage and Storm Water Compliance analysis F. Interim DIF Calculations G. DIF Summary Comparison Table In addition, other documents referenced throughout this report are available at Carson City Hall. These include the following: • Carson General Plan • Moratorium Ordinance No.17-1618-U • Los Angeles Countywide Comprehensive Park & Recreational Needs Assessment, May 2016 (Proposition A) • LACoFD fee calculation • 2015 Fiscal Study by Allan D. Kotin & Associates • L.A. County Flood Control District Clean Water Fee Engineer's Report prepared by Willdan, 2012 9 RESOLUTION NO. 19-068 (Exhibit A) Page 24 of 570 Attachment A Development Impact Study Phase I White Paper March 1, 2017 (Revised July 18, 2017) RESOLUTION NO. 19-068 (Exhibit A) Page 25 of 570 keliy associates Management Group City of Carson - Development Impact Fee Study White Paper Prepared by Kelly Associates Management Group March 1, 2017 (revised July 18, 2017) introduction The City of Carson retained Kelly Associates Management Group LLC (KAMG) to assist in the coordination of the City's Development Impact Fee Study. Development Impact Fees (DIFs) are valuable tools to fund infrastructure needs associated with new/additional development within the City. Currently, Carson does not have any DIFs. As part of this study, KAMG was to review the General Plan, Zoning Code, Specific Plans, fiscal and environmental information, and land -use data related to proposed development opportunities. KAMG was to then prepare a "white paper" summary that discusses how this data relates to development impact fees, specifically, the City's existing basis for DIFs, future development potential in Carson, and the associated need for infrastructure improvements. Additionally, KAMG was to conduct a case study analysis of comparison cities in terms of industry best practices (fees assessed, applicability, management, accounting, etc.). Finally, KAMG was to prepare a summary report reviewing industry best practices and outlining a suggested course of action for the City's adoption of development impact fees. Following are the results of the document analysis and comparison cities study discussed above. The final summary report suggesting a course of action for the City's adoption of development fees will be presented once KAMG has received all capital improvement and operational master plans and has met with the City Executive Team to gain agreement on final development potential throughout the City of Carson. I. Legal Basis for Develo ment Impact Fees (AB 1600) and Quimby Act Fees (Subdivision Parkland Fees) The legal framework for development exactions, including development impact fees (DIFs), like all land use regulations its subject to the Fifth amendment of the U.S. Constitution which prohibits the taking of private property for public use without just compensation. The courts have recognized the imposition of DIFs as a legitimate form of land use regulations if the fees are shown to substantially advance a legitimate government interest. That interest is the protection of the public health, safety and welfare by ensuring that development is not detrimental to the quality of essential public services. RESOLUTION NO. 19-068 (Exhibit A) Page 26 of 570 City of Carson Development Impact Fee Study March 1, 2017 The U.S. Supreme Court has found that a government agency imposing exactions on development must demonstrate an "essential nexus" between the exaction and the interest being protected. The Court has also made clear thatthe exaction be "roughly proportional" to the burden created by development. The California Constitution grants broad police power to local government including the authority to regulate land use and development. That police power is the source of authority for imposing DIFs to pay for infrastructure and capital facilities. These fees must not exceed the cost of providing capital facilities needed to serve the new development otherwise they would run afoul of the US. Constitution and the California Mitigation Fee Act. The California Mitigation Fee Act was first adopted in the late 1980s via AB 1600 which added various sections to the Government Code beginning with Section 66000. Since then the impact fee statute has been amended from time to time and in 1997 was officially titled the "Mitigation Fee Act". The Mitigation Fee Act does not limit the types of capital improvements for which DIFs may be charged but instead defines public facilities very broadly to include public improvements, public services and community amenities. Other provisions of the Government Code prohibit the use of D1Fs for maintenance or operating costs. Thus, D1Fs are limited to capital costs only. The Mitigation Fee Act requires that an agency establishing, increasing or Imposing DIFs must make finding to: a) identify the purpose of the fee b) identify the use of the fee and c) determine that there is a reasonable relationship between the use of the fee and the development type on which it is imposed; the need for the facility and the type of development on which the fee Is imposed; and the amount of the fee and the facility cost attributable to the development project. Five general rules for local government to follow when setting development standards and fees are as follows: 1) Be fair. Do not try to make new development pay for problems it did not create. Don't charge new development for remedies of existing deficiencies. 2) Plan ahead. Use the facilities plans in your Capital Improvement Program (CIP), or General Plan to forecast growth and projected needs for a realistic time period. 3) Avoid over -generalizing. Connect the impacts of the project with the benefits of each facility or class of facilities. 4) Don't be greedy. DIFs should reflect a reasonable cost estimate to build the facility and a fair allocation of the new project's demand for the facility. 5) Consider alternative to exactions. New development may be unable to carry the full burden of unlimited levels of exactions. Demanding too much of development may be counter-productive to the local economy. 2 RESOLUTION NO. 19-068 (Exhibit A) Page 27 of 570 City of Carson Development Impact Fee Study March 1, 2017 Certain Impact fees related to new development are exempted from the requirements of the Mitigation Fee Act, including in lieu park land dedication as authorized by the Quimby Act (Government Code Section 66477). The Quimby Act dates to the 1960s and allows local government to require parkland dedication or in -lieu fees in conjunction with residential subdivision approval. Under the Quimby Act, the local agency may seta minimum requirement of 3 acres of parkland for each 1,000 residents. If the local government has neighborhood and community parkland in excess of that basic standard, they may choose to impose a higher ratio of up to 5 acres per 1,000 residents (if the requirement does not exceed the existing supply ratio). Since the Quimby Act pertains exclusively to residential subdivisions it does not allow local government to impose the parkland dedication or in lieu fee exaction on most new condominium nor apartment developments. These types of new residential developments while not subject to the Quimby Act could be subject to a similar exaction under the Mitigation Fee Act. II. Study of Carson Documents as they Relate to Development Impact Fees Carson General Plan A review of various Carson documents to ascertain the potential need for, and benefit of, Development Impact Fees (DIFs) begins with the City's General Plan. The Carson General Plan was last comprehensively updated In 2004 with a more recent update to the Housing Element for 2014-2021 and 2015 update to the Land Use Element. (Carson recently approved a contract for the update of its General Plan which is to be completed In mid -2019.) While Carson has yet to adopt any DIFs, the General Plan does include many implementation measures that focus on the fiscal impacts and public service costs of development. Land Use Element A quick overview of Carson's future development potential is found in the Land Use (LU) Element of the General Plan. Overall, the General Plan concludes that 9% of the land is still vacant and an additional 8.5% is underutilized. Much of this land is slated for Intensification as part of the Carson Vision to incorporate various intensities of Mixed Use development. Specifically, the General Plan lists a number of "Study Areas" that encompass the following development sites: The Carson Street Mixed Use Corridor, the Area Southwest of the 1-405 and north of Torrance Boulevard, South Bay Pavilion, the Area south of Sepulveda Boulevard between Marbella and Avalon, the northeast corner of Central and Victoria (Dominguez Hills Village), the Dominguez Golf Course and the Cal Compact sites. All of these sites were studied as part of the comprehensive General Plan update. The Land Use Element's implementation measures (LU -IM) that focus on fiscal impact of new development include LU -IM -4.1, LU -IM -5.9, LU -IM -6.1 and LU -IM -6.6. These measures include requirements for fiscal impact analysis of large commercial and industrial projects, targeting improvements through the Capital Improvement Program, Identification of the effect of land use development on City revenues and costs of providing facilities and services, and systematic monitoring of the impact and intensity of development to ensure that facilities and services in support ofthat development can be provided. The Land Use Element sets the stage for potential adoption of Development Impact Fees (DIFs). It] RESOLUTION NO. 19-068 (Exhibit A) Page 28 of 570 City of Carson Development Impact Fee Study March 1, 2017 Transportation and Infrastructure Element Other chapters of the General Plan, besides Land Use, also make mention of infrastructure needs associated with development. Specifically, Chapter 4 Transportation and Infrastructure (TI) has Policy TI -2.5 which directs the establishment of a comprehensive traffic impact fee program. Related Implementation Measures include TI -IM -2.5 pertaining to evaluating traffic impacts and requiring implementation of improvements on a fair share basis; TI -IM -2.7 pertaining to the prioritization of capital improvements and TI -IM -2.9 that directs the City to conduct the necessary feasibility and nexus studies and establish a comprehensive traffic impact fee program. The Transportation and Infrastructure Element very explicitly calls for the establishment of a Traffic Impact Fee program. Safety Element Chapter 6 pertaining to Safety (SAF) states that the City is served by the Los Angeles County Sheriff for law enforcement and Los Angeles County Fire for fire prevention, suppression and emergency medical response. Based on 2002 data (used when the General Plan Safety element was last updated) the City had approximately 2.1 sworn law enforcement officers per 1,000 residents. This was above the 1.7 sworn officers per 1,000 resident standard which is considered excellent, and potentially could allow for growth without having to increase the number of officers. Despite this analysis in the General Plan, subsequent studies showed that the actual number of law enforcement officers (versus budgeted number) fell far short of the standard and in fact was closerto 1.3 sworn officers per 1,000 residents (Carson Marketplace EIR, circulated in 2005, FEIR certified in 2006). In 2017, the Finance Director shared that the currently budgeted staffing is even lower at 0.667 sworn officers per 1,000 residents. There is one Sheriff station located within the City limits at 71356 South Avalon. The City is served by 6 primary Fire and EMS stations of which 4 are located within the City. There are several Safety policies and implementation measures that pertain to future growth and the potential for new facility needs. SAF -2.4 states that as development intensifies the City needs to ensure that the storm drain systems are adequate; SAF -IM -2.1 pertains to target areas through the CIP; SAF -6.9 states the need to evaluate the need for future Sheriff facilities; and SAF IM -6.7 regards identifying the needs and alternatives for providing new facilities. The Safety Element lays a basis forfurther study of DIFs for taw Enforcement, Fire and Storm Drain Infrastructure expansion related to growth. Both taw Enforcement and Rre are provided via contract with Los Angeles County. Parks, Recreational and Human Services Element Chapter 9 pertaining to Parks, Recreation and Human Services (P) also has several Implementation Measures that could lead to a DIF for park improvements. P -IM -1.1 directs the development of a Master Y Plan of Parks and Recreation, P -IM -1.6 calls for an update to the Quimby Act Implementation and P -IM - 1.12 states that parkland requirements be included in all Development Agreements. The City currently applies a Quimby Act standard of acres per 1000 population to new subdivisions for residential development. The General Plan puts forth a goal of acres per 1000 population. The Quimby Act sets a 4 RESOLUTION NO. 19-068 (Exhibit A) Page 29 of 570 City of Carson Development Impact Fee study March 1, 2017 baseline of 3 acres per 1000 population and allows for a higher standard up to 5 acres per 1000 population to match the existing ratio of neighborhood and community parks to population. According to the Finance Director, in 2017 the City's current ratio of neighborhood and community parks to population is approximately 15 acres per 1,000 residents. The Parks, Recreation and Human Services Element lays a basis for further study of parks and recreation needs and funding. Capital Improvement Program KAMG also found various references to the Capital Improvement Program in the General Plan. The recent budgets include a list of capital projects and have a line Item for revenue labeled "developer in- heu fees" with $0 budgeted for the current FY2016-17. The current CIP totals $17.1 million of which $15 million is for infrastructure. Depending upon the specific nature of these capital Improvements, DIFs may be an appropriate, but currently unused, tool for funding. DIFs are appropriate when the capital improvements are needed to serve the new, increased development. Growth Potential A closer look at potential growth revealed that the General Plan as adopted in 2004 and amended in 2015 projected substantial growth of over 1,800 dwelling units and nearly 15 million square feet of commercial, mixed use, business park and industrial development. Over the past 10 to 15 years the growth projections have been revised slightly as new development potential is analyzed. The 2016 Carson Vision Plan alone has growth projections of 2,344 residential units and nearly 6 million square feet of commercial, industrial, office and other nonresidential development. Clearly, the City has significant land to accommodate future development and redevelopment at a higher intensity. The Boulevards Much of this potential growth is concentrated in the 168 acre The Boulevards at South Bay area (former Carson Marketplace), of which 157 acres is now underthe control of the City's Reclamation Authority and the surrounding 640 acres which have since been studied as the Carson Vision Plan in 2016. The Boulevards at South Bay Specific Plan foresees up to 1,550 dwelling units, 2 million square feet of commercial development and 300 hotel rooms. More analysis of The Boulevards is included in the next section on past funding efforts. This past summer, the City entered into an Exclusive Negotiating Agreement (ENA) with Macerich for commercial center development of approximately 560,000 square feet on 46 acres at The Boulevards. The City is currently in active negotiations with three developers, Macerich, Vestar and Lincoln for completion of The Boulevards plan. Carson will likely pursue a Development Agreement for this project. Carson Vision Plan (2016) The latest Carson Vision Pian prepared by PlaceWorks and Kosmont Companies and adopted in 2016 projects new development capacity of 2,344 dwelling units, 1.2 million square feet of commercial, 4.8 million square feet of industrial, 500,000 square feet of office, 120,000 square feet of other non- residential development and 225 hotel rooms. 5 RESOLUTION NO. 19-068 (Exhibit A) Page 30 of 570 City of Carson Development Impact Fee Study March 1, 2017 The Carson Vision Plan is a first step in identlfying desired redevelopment/development to plan for a Carson Street Downtown and to realize a growth corridor along the 1-405. Implementation of the Carson Vision Plan will require the adoption of Specific Plans, changes to the Zoning Code development standards and possible amendments to the General Plan. It is an opportune time to consider financing methods for future Infrastructure improvements that will be needed to support this development. The Carson Vision Plan lists potential funding/financing tools and includes RIFs along with Community Facility Districts (CFDs) or Mello -Roos and Enhanced Infrastructure Financing Districts (EIFDs). other potential new growth areas In conversations with the City, KAMG also learned of additional potential new development proposals for mixed use and residential redevelopment on the Kott Family (former auto sales)14 acre site, redevelopment of an existing mobile home park to high density residential on 11 acres and redevelopment of the Civic Center with mixed use/residential and new city hall. These three proposals are all expected in early 2017. In addition, Cal State Dominguez Hills is considering major redevelopment planning to include non -university housing and commercial uses within the next 5 years. The city has also compiled a Development Potential matrix for use as part of this study. This matrix covers 20 sites Including some analyzed in the Carson Vision Plan and others located within the central and northern part of the City. These 20 sites have a total development potential of 7,153 dwelling units, and over 8 milllon square feet of commercial, industrial, office, hotel and other uses. The matrix includes both sites that are currently vacant and ones that could be redeveloped at a higher Intensity - The matrix does not account for the amount of existing development on each of the sites. To move ahead with specific studies for D1Fs will require an accurate growth projection upon which to base future infrastructure improvement needs, Past Efforts to Fund Capital Improvements In the past, the City has relied on mitigation measures to ensure some fair share funding of infrastructure necessitated by new development. The City also required fiscal impact studies for development proposals on sites of 10 acres or larger. In some cases, the City entered into a Development Agreement. Each of these methods can be useful in offsetting the cost associated with new development, but not all development would fall within the parameters of an environmental review, fiscal impact study or development agreement being required or proposed. KAMG reviewed the history of the Carson Marketplace, now The Boulevards, development approval consisting of a Specific Plan, Environmental Impact Report and Development Agreement. Clearly on-site improvements related to the development are identified and a responsibility of the developer. The project was required to construct and or contribute to related traffic improvements associated with its share of future traffic increase to various intersections and roadway segments. The EIR set forth various triggers for traffic improvements. The project had an inclusionary housing requirement to meet on-site. The project was also required to contribute to the local bus line operations including purchase of a clean air shuttle and paying Its fair share funding on an annual basis. Other mitigation measures include paying its fair share to Los Angeles County Public Library and Los Angeles County Fire to offset impacts C RESOLUTION NO. 19-058 (Exhibit A) Page 31 of 570 City of Carson Development Impact Fee Study March 1, 2017 related to the need for new or expanded facilities. The project also was subject to mitigation measures pertaining to law enforcement including providing private security, providing a Community Safety Center for use by both its private security and the Sheriff, funding Deputy Sheriffs on an overtime basis during peak times and paying its fair share for deployment of afine-person patrol unit. The Development Agreement stated that future development fees could still be applied to the project if these RIFs were adopted city-wide. The exception was that the project would not be subject to any future traffic or inclusionary housing DiFs. Also, the project was limited to having to pay up to $500,000 plus the annual CPI Increase to any and all future DIFs. It is not uncommon for Development Agreements to cap or limit future fees. It is Interesting that this language regarding future DIFs was included within the Development Agreement originally approved in 1005 This indicates an acknowledgement that the City may have been considering future DIFs at that time. That seems to be in keeping with the General Plan which was adopted In 1004. Also based on a conversation with Sheri-Repp, former Planning Manager, she confirmed that the staff intended to move ahead with the development of DIF studies. Past Fiscal Studies KAMG reviewed a couple of past fiscal studies (Annexation Fiscal Impact Estimate complete in 2015 by Allan D. Kotin & Associates and 21900 Wilmington Avenue Fiscal Impact Report completed In 2016 by Rosenow Spevacek Group, Inc.) and found that the City has used a resident equivalency factor of 0.33 residents for each employee to calculate average service costs. Average service costs include personnel, equipment and infrastructure. Fiscal Impact studies look more at the balance between revenue received from property tax, in -lieu property tax (VLF), utility users' tax and business tax and the average cost of general government, public works and planning services. In the case of the Fiscal Impact Report done in 2015 by for the possible annexation of the Rancho Dominguez territory (1,710 acres), it also included specific improvement project costs including expansions and upgrades to bus lines and roadways. It is important to know that Carson incorporated as a "low property tax" community in 1968 as a condition Imposed by the County of Los Angeles. Carson is considered a "low property tax city" since it receives only 6.7 cents of each property tax dollar collected in the community. There are a number of full property tax cities like Long Beach, which receive 35 cents of each property tax dollar to help fund municipal services and capital improvements. Fiscal analysis for Carson reveals that the costs of providing services to its residents is more than the revenues generated by residential units, creating a deficit. This "low property tax" designation also makes it difficult for Carson to fund maintenance and operations, and capital improvements needed to serve new growth and development. Of interest Is the resident to employee equivalency factor which could be applied in the future to a DIF for parks or other communityfacilities. Conclusions Relating to the ii vi w of Carson Documents The City of Carson has laid the groundwork for future Development Impact Fees (DIFs) with references in Its General Pian, including some specific language directing the preparation of studies and 7 RESOLUTION NO. 19-068 (Exhibit A) Page 32 of 570 City of Carson Development Impact Fee Study March 1, 2027 development of a fee. The City has identified considerable growth potential in the next 5 to 20 years. This growth will be associated with needed infrastructure improvements and expansion to maintain appropriate service levels. To move ahead with the development of any DIFs, Carson will need to more fully define the growth for each area of the city or city-wide and ensure that its master plans account for that growth. The City will also need to Identify which impacts to study. Carson may want to focus on traffic/transportation improvements, parkland and improvements and perhaps other public service facility Improvements. The amount of potential new development could significantly impact both the roadway and transit system capacity, create a greater burden on the city's park and recreational facilities and create the need for larger and/or updated public facilities such as city hall, community centers, and public works facilities. Even though the City contracts with the County of Los Angeles for law enforcement, fire services, and library services, there are identified needs for capital facility improvements within the city for a new fire station, addition/major renovation of the Sheriff Station and library expansion/major renovation. Therefore, it is prudent to consider RIFs for these service areas in addition to the others previously listed. Ill. Comparison Cities' Development impact Fees WIN Development Impact Fee (DIFs) are fees charged to new development to offset the impact of such development. DIFs can only be used to fund facilities or improvements which are needed due to the increased demand attributable to new development. Facilities and improvements that can be the subject of DIFs include public buildings; facilities for the storage, treatment and distribution of water; facilities for the collection, treatment and disposal of sewage; facilities for the collection and disposal of storm waters for flood control; facilities for the generation of electricity and distribution of gas and electricity; parks and recreation facilities; transportation and transit facilities; and other public capital projects. DIFs need to be based on accurate development growth projections and associated master plans for capital improvements based upon those growth projections. There needs to be a direct nexus between the DIF and the impact of new development. While Development impact Fees (RIFs) for one jurisdiction cannot be based upon what other jurisdictions charge because each has its own specific infrastructure and facility needs associated with future development, it is still valuable to review the DIFs of surrounding cities. DIFs are adopted pursuant to the "Mitigation Fee Act", commonly referred to as AB1600 and documented In California Government Code (G.C.) section 66000 et seq. In the case of Carson, no DIFs have been adopted. RIFs are a valuable tool to ensure that future development that increases the need for public infrastructure and facilities pays its fair share toward that increase. Carson does not have this tool in place to offset public costs associated with new development. To look at a comparison of DIFs in the Carson area, the following surrounding and nearby cities were surveyed: Long Beach, Compton, Signal Hill, Torrance, Hawthorne, Lawndale and Gardena. These cities range In size and future growth potential. Each of these cities have one or more DIF, in addition to Quimby Park Fees and school district School Impact Fees. Generally, Park Fees are governed by the Quimby Act (G.C. 66477) which specifically allows for Park Impact Fees on new residential subdivision 8 RESOLUTION NO. 19-068 (Exhibit A) Page 33 of 570 City of Carson Development Impact Fee Study March 1, 2017 development. Quimby fees are limited to residential subdivision and therefore do not include apartments or even all condominium developments. Since the need for park and recreational facilities can be impacted by all increases in the city's population, both by residents and employees, some Jurisdictions also adopt park impact fees subject to AB1600 for residential development not covered by Quimby and nonresidential development for the acquisition of land and/or the construction of park Improvements. School Impact Fees are also subject to different legislation (G.C.65995) and are levied on new development by the local school districts. The most common DIFs in addition to park impact fees for nonresidential development are traffic impact fees and police and/or fire protection Impact fees. Other less common DIFS are for the more general category of Government and typically consist of items such as utilities, sewers, storm drains and water infrastructure. Often, cities may also charge Water and Sewer Connection Fees on new development. The attached table provides a comparison of DIFS which are in place in each of the surrounding/nearby cities. A few highlights are: Torrance exempts single family residential development; both Torrance and Gardena combine various DIFs into one overall fee; and Long Beach charges a different amount for its Traffic DIF for commercial development within its downtown district. Also Long Beach charges a DIF for drainage/stormwater for developments that are unable to comply with Low Impact Development {LID) standards. The table provides information on how recently the DIFS have been adopted or updated. It Is important for each city to review their DIFS on a periodic basis to ensure that the development assumptions, infrastructure growth needs and pricing remains accurate. In addition to looking at comparison cities, KAMG also contacted LACoFD to determine if they charge DIFs in other areas of their service jurisdiction. LACoFD has adopted DIFS for new development in a few higher growth areas. These fees have been recently updated effective February 2017 and range from $0.918 to $1.1546 per sq.ft. 1V. Conclusion and Future Direction Based on a review of the City of Carson documents, as well as an analysis of Development Impact Fees for surrounding cities, it is apparent that Carson has previously planned for and would benefit from a DIF program. Prior to suggesting a course of action, KAMG still needs to receive from the City and complete their review of all capital improvement and operational master plans. Additionally, final potential development capacity numbers and location of development will need to be ascertained in agreement with the City. This process will require at least one additional meeting with the City Executive Team to gain an understanding and ultimately an agreement on final development potential throughout the City of Carson. 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RESOLUTION NO. 19-068 (Exhibit A) �':•�=;"-:—•.-,�. -Y-t-N age 3y o IIIIIIIIIIIIII Attachment C Traffic Projections and Fee Calculations (Subject to review and analysis by a Separate technical study) RESOLUTION NO. 19-068 (Exhibit A) Page 41 of 570 Attachment C Traffic Projections and Fee Calculations GENERATED TRAFFIC VOLUMES FOR 5 -YEAR DEVELOPMENT PROJECTIONS Project/Land Use quantity* Trip Generation** Rate (trips per day) Generated Traffic (per day) 2. CSUDH Residential Commercial Industrial Dorms 200 DUs 50,000 s.f. 15mo0 s.f. 300 beds 6.23/DU 28.81/ksf 4.54/ksf 2.00/bed 1,250 1,440 680 600 7. Kott 14 Residential Commercial 200 DUs 20,000 s.f. 6.23/DU 28.81/ksf 3,250 580 8. Kott Residential Commercial 200 DUs 10,000 s.f. 6.23/DU 28.81/ksf 1,250 290 9. Carson Plaza Ofc Park 100 DUs 6.23/DU 620 11. Rand 250 DUs 6.23/DU 1,560 12. KLFenix/Storage Industrial 250,000 s.f. 4.54/ksf Ind 1,140 13. GS Nursery 60 DUs 6.23/DU 370 15. Existing Industrial 350,000 s.f. 4.54/ksf 1,590 21. Alpert & Alpert Industrial 420,000 s.f. 4.54/ksf 1,910 22. Panatoni Industrial 120,000 s.f. 4.54/ksf 540 23. Alere Industrial 146,000 s.f. 4.54/ksf 660 24. Prologis Tech Center Industrial 443,000 s.f. 4.54/ksf 2,010 25. Bridge Development Industrial 253,000 s.f. 4.54/ksf 1,150 26. Cal Pac Industrial 103,000 s.f. 4.54/ksf 470 27. Truck Yard 580 spaces 2.00/spare 1,160 28. 11 Acre 300 DUs 6.23/DU 1,870 29. Macerich Outlet Ctr 595,000 s.f. 26.59/ksf 15,820 30. Vestar Regi Comm 730,000 s.f. 27.76/ksf 20,260 31. Lincoln 600 DUs 6.23/DU 3,740 32. Victoria & Central 177 DUs 6.23/DU 1,100 TOTAL 63,310 Source: City of Carson Planning Division ** Source: Institute of Transportation Engineers Trip Generation Manual. For Residential, the rate is the average for apartments and condos. For Outlet Center, the rate is for factory outlet center. For Commercial, the rate is for specialty retail with a 35% reduction for passby traffic. For Regional Commercial, the rate is for shopping centers with a 35% reduction for passby traffic. For Industrial, the rate is the average for light industrial, heavy industrial, Industrial park, manufacturing, and warehouse_ ForTruck Yard, the rate is an estimate and for Dorm, the rate Is an estimate as these categories are not included in the Trip Generation Manual. RESOLUTION NO. 19-068 (Exhibit A) Page 42 of 570 Attachment C Traffic Projections and Fee Calculations COST ESTIMATES FOR ROADWAY -RELATED CAPITAL IMPROVEMENTS -- 2017 TO 2022 Cost Estimates for Roadway -Related Capital Improvements — 2017 to 2022 $14,964,900 Total Number of Trips Generated by Proposed Development 63,310 trips Calculated Cost per Trip Generated $236/trip (Subject to review and analysis by a separate technical study) RESOLUTION NO. 19-068 (Exhibit A) Page 43 of 570 Attachment D Sound Walls Location and Costs (Subject to review and analysis by a separate technical study) RESOLUTION NO. 19-068 (Exhibit A) Page 44 of 570 Attachment D Sound Walls Location and Costs CITY-WIDE TRAFFIC AND TRUCK VOLUMES Research Indicates that a single truck trip is equivalent to 10,000 automobile trips with regard to pavement wear -and -tear and damage. 5o the 53,200 truck trips per day that are generated In Carson are equivalent to 532,000,000 automobile trips per day. Using these equivalencies, the total volumes relative to pavement wear -and -tear and damage are as follows: TRUCK/TRAFFIC EQUIVALENT VOLUMES RELATIVE TO PAVEMENT WEAR/DAMAGE Vehicle Type Equivalent Volumes (trips per day) Trip Generation Rate Generated Traffic Land Use Quantity (trips per day) (per day) Residential —Low 18,244 DUs 9.52/DU 173,700 Density 532,551,700 100 % Residential — 5,330 DUs 6.23 DU 33,200 Medium/High Density 44.32/ksf 105,600 General Commercial 2,383,114 s.f. (5% Trucks) 100,300 Non -Trucks 5,300 Trucks 42.70/ksf 70,600 Regional Commercial 1,652,268 s.f. (5%Trucks) 67,100 Non -Trucks 3,500 Trucks 4.54/ksf 221,800 Industrial 48,850,426 s.f. (20% Trucks) 177,400 Non -Trucks 44,400 Trucks 604,900 Total 551,700 Non -Trucks 53,200 Trucks Research Indicates that a single truck trip is equivalent to 10,000 automobile trips with regard to pavement wear -and -tear and damage. 5o the 53,200 truck trips per day that are generated In Carson are equivalent to 532,000,000 automobile trips per day. Using these equivalencies, the total volumes relative to pavement wear -and -tear and damage are as follows: TRUCK/TRAFFIC EQUIVALENT VOLUMES RELATIVE TO PAVEMENT WEAR/DAMAGE Vehicle Type Equivalent Volumes (trips per day) Percent Non -Trucks 551,700 0.1% Trucks — Commercial 88,000,000 16.5% Trucks - Industrial 444,000,000 83.4% Total 532,551,700 100 % The table above indicates that trucks are responsible for 99,87 percent of the pavement wear and damage in the City of Carson. Truck traffic results in the following impacts: • Pavement wear -and -tear and damage • Increased safety risk for vehicles, pedestrians, and bicyclists • Damage to City property/facilities from collisions (reported and unreported); i.e., street lights, traffic signal equipment, signs, trees, curbs, medians, etc. RESOLUTION NO. 19-068 (Exhibit A) Page 46 of 570 Attachment D Sound Walls location and Costs a Reduced levels of service on streets and at intersections a increased impacts from improperly over -loaded trucks Increased noise for residents • Increased emissions and fuel consumption Increased costs to the City to administer and enforce trucking activities (Subject to review and analysis by a separate technical studyy RESOLUTION NO. 19-068 (Exhibit A) Page 47 of 570 Attachment E Drainage and Storm Water Compliance Analysis (Subject to review and analysis by a separate technical study) RESOLUTION NO. 19-058 (Exhibit A) Page 48 of 570 Attachment E Drainage and Storm Water Compliance Analysis Background The Carson General Plan states that as development intensifies the City needs to ensure that storm drain systems are adequate. The City has been subjected to periodic flooding due to it low lying topography and proximity to the Dominguez Channel, which is subject to tidal influences throughout Carson. Prior to the construction of the flood control system, significant portions of the area were tidal marshes. Several areas in the community experience high groundwater levels. Due to the flat topography and potential flooding, The County operates a large storm water detention basin at Del Amo Park and the City maintains a secondary pump system at this location. There are smaller detention basins located strategically throughout the community. Portions of the City lie in four watersheds — Compton Creek, the Dominguez Estuary, Machado Lake and the Wilmington Drain. The City was subjected to major flooding during EI Nino rains of 1998 and most recently in 2017, resulting in property damage. Carson has other soil and groundwater factors that must be taken into consideration when designing flood control and storm water controls. Oil was discovered in the Dominguez Oil Field in 1923 and in the Wilmington Field In the 1932. The Wilmington Field became the third largest oil field in the nation in terms of production. Combined with the Long Beach -Signal Hill oil field (discovered in 1921), the three oil fields required the construction of major storage, shipping and refining facilities. During World War II oil production and refining was increased to supply the war effort. Carson's largest refinery is over 1.7 square miles in size. The petroleum industry created soil and groundwater pollution, which is found in many areas of the community. The most infamous of the soil and groundwater contamination examples is the former Kast Property Tank Farm, which is regulated under a Cleanup and Abatement Order R4-2001-0046 issued by the Los Angeles Regional Water Quality Control Board In 2015. Beginning in 1924, the 44 -acre parcel was operated as a tank farm for the next forty years. The tank farm included three massive storage reservoirs. Two of the reservoirs stored 750,000 barrels of oll. The northern most reservoir stored 2 million barrels of oil. The main operator of the tank farm was Shell Oil. The tank farm was sold in 1966 and developed with 275 homes, all without extensive soil remediation. The Regional Board's abatement order documents the history of the site, reporting that the concrete bottoms of these massive tanks and oil sludge were left in place by burying the concrete and drilling holes in the concrete to allow for water percolation. Documents from soils engineers at the time indicated the presence of highly oil stained soil and petroleum odors in the soil borings under the homes. Petroleum migrated to the near surface groundwater aquifer. Shell is now In the process of multi-year clean-up of the property under the abatement order. Carson has two historic refineries, Tesoro (the former British Petroleum refinery) and Phillips 66. The City also has numerous tank farms, including a 200 -acre facility owned by Shell Oil and a major petroleum distribution hub operated by Kinder Morgan. The City has also the home to major wrecking yards, steel fabricators, land -fills and other heavy industrial uses. Over time a number of these RESOLUTION NO. 19-068 (Exhibit A) Page 49 of 570 Industrial uses created both soil and groundwater contamination, making the capture and infiltration of storm water very challenging. 2012 NPDES Storm Water Permit and the Dominguez Channel Enhanced Watershed Management Program Since the adoption of the General Plan, the City was required to join the 2012 National Pollution Discharge Elimination System {NPDES} permit for the control of storm water in the community. The permit is organized into the four watersheds in the Carson area. The largest watershed in Carson is the Dominguez Estuary, with approximately 88.4% of the entire City draining into the Dominguez Channel or 10,555.3 acres. Approximately 5.5% of the City (657.7 acres) flows to the Wilmington Drain, while 4.7% (560.8 acres) drains to the Machado Lake. The Compton Creek accounts for 1.4% of the City's total drainage (169.1 acres). The Los Angeles Regional Water Quality Control Board has merged the Compton Creek requirements into the Dominguez Channel requirements for the purposes of permit compliance. The 2012 Permit required that all Los Angeles County municipalities and the County unincorporated areas prepare storm water plans for their watersheds and encouraged local governments within watershed to work collaboratively to solve the storm water issues in their watersheds. Carson joined the Dominguez Creek Watershed Group in December of 2015, adopting the amended Enhanced Water Shed Management Program (EWMP) developed for the watershed. The participating group consists of the cities of Carson, EI Segundo, Hawthorn, Inglewood, Lawndale, Lomita, Los Angeles, Los Angeles County and the Los Angeles County Flood Control District. Carson has the second largest tributary area In the Dominguez Channel with 11, 942 acres (23.5%) flowing into the channel. The City of Los Angeles Is the largest, with 19,177.3 acres (37.8%) flowing into the channel. Dealing with the Effects of Climate Change and Growth State and local policies have been evolving from viewing storm water as a flooding concern to viewing it as a resource. The policy change is based on the long-term unreliability of California's water sources (local, regional and imported), coupled with the continued increase in the State's population. The California Water Action Plan establishes the State's objectives as creating a more reliable water supply and more resilient and sustainable managed water infrastructure. This shift can be seen in the voter approved Proposition 1—the $7.545 billion water bond approved in 2015. Section 79701 of the Public Resources Code states that "California has been experiencing more frequent and severe droughts.... These droughts are magnifying the shortcomings of our current water infrastructure." The water bond made $810 million in grants available to improve regional water reliance (PRC Section 79740). The bond made $200 million available for grants to multi -benefit storm water projects — "Eligible projects may include, but shall not be limited to green infrastructure, rainwater, and storm water capture projects and storm water treatment focalities." (PRC Section 78691.5c) Watershed Control Measures The Dominguez Channel Watershed Plan establishes priorities based on flooding and water quality impairments. The impairments include Zinc, Nitrogen and indicator bacteria. By addressing these three Water Quality Priorities, the other Water Quality Priorities will also be addressed. The NPDES Permit RESOLUTION NO. 19-068 (Exhibit A) Page 50 of 570 requires the identification of control measures, which are strategies, institutional measures and best management practices (BMPs) to address the water quality and flooding issues. Carson's plan relies on two BMPs to retain, divert or treat storm water and are distributed throughout the watersheds or sited regionally. The main subcategories of structural BMPs are low impact development (LID), green streets and regional BMPs. LID is implemented on the parcel level and is normally less than 10 tributary acres. The green street BMPs are distributed to treat runoff on public rights-of-way and serve drainage areas of typically less than 10 tributary acres In size. Regional projects are identified for the City in the Enhanced Watershed Management Program for the Dominguez Channel (December 16, 2015) prepared for the City by Paradigm Environmental. The Carriage Crest Regional Project is currently underway as a joint project between the Los Angeles County Sanitation Districts and the City of Carson. The project is funded through a $13 million cooperative Implementation grant with Caltrans. The Carriage Crest project intercepts 180 acres of wet weather runoff from Carson that flows into the Machado Lake and 938 acres of dry -weather watershed area. When completed this multi -benefit project will consist of storm water capture chambers installed below the park's baseball field. The project has the potential to be expanded since it is immediately adjacent to LACSD land that is leased out to a nursery business. A second major regional project has been identified in the Civic Center area and has the potential to intercept 1,110 acres of Dominguez Watershed area. This project would also consist of storm water capture chambers installed below ground. The plan Identifies additional regional projects in the Compton Creek and for the Wilmington Drain. Low Impact Development (LID) The EWMP assumes that LID will be distributed throughout the watershed. This Is defined as a series of structure practices that capture, infiltrate and/or treat runoff at the parcel scale. The City has an adopted LID ordinance which requires that structure BMPs be designed to capture the 85v` percentile storm from the parcels In which they are located. The plan assumes that a number of properties will redevelop and incorporate LID into their planning. However, due to areas of high ground water, or areas with extensive soil and ground water contamination, infiltration cannot be used. For example, the Carriage Crest project is located In an area with extensive soil and ground water contamination. This results in a project which will capture, treat and reuse the storm water, in lieu of infiltrating it into the ground water. The proposed Development Impact Fee proposes a credit to developments that can rely on LID to meet their flood control and storm water requirements. Summary of Cumulative Implementation Costs The EMWP contains implementation milestones based on the TMDLs adopted for the four watersheds in Carson. The Compton Creek and Dominguez Channel Metals TMDLs require 50% milestones in 2026, with 75% milestones in 2029 and full compliance in 2032. Full compliance for the bacteria TMDL is 2040. The EWMP estimates that $595,084 will be required to implement green streets in the Compton Creek Watershed, while $123,855,219 will be required in the Dominguez Channel watershed. The EWMP estimates that $10,554,292 in regional BMPs will be required for the Compton Creek and $271,400,036 will be required for regional BMPs in the Dominguez Channel. The Wilmington Drain will require $8,882, 385 in regional BMPs. The total implementation costs for all four watersheds in Carson Is $411,654,951. The pian envisions that Carson will need to invest $95,970,056 by 2026 to meet the 50% milestone, over $9 million annually in the next decade. (See Table 7.3, Page 41) RESOLUTION NO. 19-068 (Exhibit A) Page 51 of 570 Development Impact Fee Methodology The Los Angeles County Mood Control District completed a countywide study of drainage and infiltration rates in 2012 (Engineer's Report, Los Angeles County Flood Control District Clean Water Fee, Wildan Financial Services, November 29, 2012). The study identified 23,883 parcels in the Carson portion of the Dominguez Channel Watershed, approximately 16.09 square miles in size. The Compton Creek watershed was a much smaller area in Carson, with 31 parcels, 0.24 square miles in size. The City is currently Implementing the Carriage Crest project, which will control flooding and storm water in the Machado Lake watershed. The Wildan report relied on the 2006 Hydrology Manual prepared by the Department of Public Works to address the impervious factors of parcels located in various land uses. The study found that the 2006 Hydrology Manual "reflects a reasonable estimate and typical percentage of the impervious areas that is appropriate for most parcels with in a given land use classification..:' (See Wildan Report, Page 14). The report adjusts rates of impervious surfaces based on lot size in residential land use, ranging from 42% to 21% based on the lot size. A typical Carson lot of 5,000 square feet in size is assigned a 40% impervious factor, while a 7,000 square foot lot is assigned an impervious factor of 29%. (See Page 18, Wildan Report) The Willdan Report also assigns impervious surface percentages to commercial and manufacturing uses. For example, industrial development ranges from 66% to 91% impervious surface. This generally tracks with industrial development practices in Carson, which are governed by the Carson Zoning Ordinance. After consideration of the building square footage, parking and outdoor storage areas, typical industrial development may have 10% for landscape setbacks and other open areas. (See Page 20 and 23, Wildan Report). Development Impact Fees cannot be collected to correct for existing deficiencies. However, as new projects develop they can increase the impervious surface of the parcel by intensifying the land use. It is also clear that a certain percentage of parcels In the City will have either soil or ground water contamination factors, or high ground water conditions, where LID requirements cannot be met. These conditions would result in increased runoff, increasing the flood control and water quality costs for the City. In this case, a development impact fee is appropriate, since the funds collected would be used to assist the City in the implementation of regional BMPs and the Green Streets Program in the Dominguez Watershed EMW. The City's LID ordinance was adopted in 2015 and few new developments have been regulated under the new requirements. The Building and Safety Division reports that seven (7) projects have been issued construction permits under the LID ordinance. These projects represent a total of less than 61 acres of development. Of the 16.09 square miles in the watershed area, there are 10,278 acres. Drainage and Storm Water Impact Fee Methodology The impact fee methodology is based on two factors. The first factor recognizes that many developments will implement the LID requirements of the NPDES Permit. It also recognizes that the NPDES permits have been evolving over time and developments that implemented prior retention requirements should also be considered for exemptions. The second factor recognizes that all developments in the City are served by public streets, which generate significant water pollution. The RESOLUTION NO. 19-068 (Exhibit A) Page 52 of 570 City will be implementing a Green Streets program as part of compliance with the Dominguez EWMP. All new developments need to contribute to the Green Streets program. Fee Reduction for Developments thatim�lernent LID requirements We worked from the assumption in order to justify the 50 cents per square foot of building area drainage/storm water fee, that developments that implement LID on site should be granted a reduction in their impact fee. Developments that have previously installed storm water detention facilities an site should also be provided with a credit towards their impact fee based their specific dentition capacity. Developments that implement the LID detention requirements under the NPDES Permit do so at the 85th percentile storm level. However, this design storm results In runoff from larger storm events. Recent County design standards are at the 95'h percentile storm size. Full Payment of the Fee In order to justify the 50 cents per square foot charge on the drainage/storm water impact fee, we assumed that properties located above ground water contamination zones, or in areas with a high ground water table or properties containing soils not conducive to percolation, would be assessed the full impact fee. This is due to the fact that they cannot implement the LID requirements. The City should consider a credit for developments if they retain storm water on site with the use of cisterns. Green Streets Requirements The Dominguez Channel EWMP will implement a Green Streets program designed to meet 25% of the total permit compliance requirements. This is based on the fact that streets serving developments are major contributors to surface water pollution. Fee Calculation We rely an the 75% implementation milestone in the Dominguez EWMP instead of full compliance as the basis for the Impact fee. The rationale is based on the facts that reaching full compliance in the out years of the plan will need to be reviewed with future updates to the General Plan and as the implementation of the EWMP progresses over time, prior to the 2032 full compliance date. As noted, the Wildan report only reviewed industrial uses. Consequently, further review and analysis is required for all other land uses. Impact Fee Estimates The estimated EWMP implementation costs to 2029 are $259.8 million. This will achieve the 75% milestone in the Metals TMDL. Green Streets -$123.8 million in 2029 Regional 9MPs - $135.9 million in 2029 Parcel Count - 23,883 Square Miles -16.09 RESOLUTION NO. 19-068 (Exhibit A) Page 53 of 570 Acres in Watershed -10,278.4 Impervious Surfaces Estimate - 66% to 91% range based on type of industrial use Total Implementation Costs = $259.7 million in 2029 Cost per Acre of Implementation = $759.8 / 10,278.4 = $25,270 per acre Impervious Surface Adjustment= 90% Potential Impact Fee = $22,743 per acre Impact Fee Example Assumption: 4.6 acre industrial property with 100,000 square foot industrial building No LID — Full Fee • 4.6 acres x $22,742 per acre DIF = $116,242 total implementation costs ■ 100,000 square foot building x 50 cents per square foot DIF (proposed) =$50,000 DIF payments Low Impart Development -- Credit Given Relying on the same 4.6 acre parcel and 100,000 square foot building, the cost per acre is $25,270, prior to the impervious surface adjustment. • Cost per Acre of Implementation - $259.8/ 10,278.4 = $25,270 • Impervious Surface Adjustment = 35% Potential Impact Fee = $11,371 per acre • 4.6 acres x $11,371 per acre DIF = $52,306 total implementation costs • 100,000 square foot building x 50 cents per square foot DIF (proposed) _ $50,0000 DIF payments {Subject to review and analysis by a separate technical study) RESOLUTION NO. 19-068 (Exhibit A) Page 54 of 570 Attachment F Interim DIF Calculations (Subject to review and analysis by a separate technical study) RESOLUTION NO. 19-068 (Exhibit A) Page 55 of 570 Attachment F Interim DIF Calculation Back -Up Material (Subject to review and analysis by a separate technical study) Public Safety Component LACoFD produced a per square foot fair share fee calculation in 2012 based on a new station cost of approximately 10.2 Million. This cost was $0.749 per square foot of new development. LACoFD also estimated that due to increasing cost of land and development the station cost in 2016 would be closer to $11.1 Million. For this interim DIF calculation the original cost was used but rounded to0.75 s .ft. for the Fire component. (LACoFD has DIFs is place for unincorporated area of high growth within its jurisdiction. While the fee calculation for Fire Is included here, the City is not the entity that can establish and adopt this fee since LACoFD is a separate taxing entity. According to the Mitigation Fee Act, the County is the entity that would need to establish and adopt the fee. The County may delegate the duty to collect the fee on their behalf to the City. The rates effective since 2/1/2017 range from $0.918 - $1.1846 per sq.ft.) To convert the square foot basis to multi -family residential dwelling units (DUs), an average unit size of 800 square feet was applied. 800 x $0.75 = 600 DU. Similarly, for residential hall/dormitory beds an average size per bed area of 150 square feet was applied. 150 x $0.75 = $112.50/bed. The LACoFD cost was compared to the LASD cost using the same ratio per square foot. The estimated cost for station improvements/remodel was $1.6 Million. $0.749x =$10.5 Million; x=14,018,692; $1.6 Million =14,018,692 sq. ft. = $0.114 rounded to $0.11/sa.ft. for the Sheriff component. Conversion to multi -family residential dwelling units (DUs) resulted in a fee of $88/DU (800 sq.ft. x $0.11 $88M) and $1650/bed for residence hall/dormitory (150 sq.ft. x $0,11= 16.50 DU Parks Component LA County uses a basis cost component of $2,044,000/acre. The City Engineer's estimate is $1,350,000/acre for park development plus the land value of $1,037,396/acre (2014-2016 sales prices). Thus the City's parktand per acre cost is $2,387,396. While Carson has a stated goal of 4 acres of parkland per 1,000 people, KAMG used the lower ratio of 3 acres of parkland per 1,000 people (Please note: The calculation at 4 units an acre has been provided below in red for comparison purposes). KAMG also used the lower LACoParks lower cost component of $2,044,000 to calculate the parks DIF. For multi -family residential, the Census lists the population (pop) per unit as 2.75 pop/unit. 3 acres/1,000 pop =1 acre/333 pop; $2,044,000/333 = $6,138. $6,138 x 2.75 = $16,87yunit. (At 4 units/acre: $22,484/unit) For residential hall/dormitory beds - $6138/person. Since students within the dormitories typically have recreational and open space facilities available an campus, KAMG reduced the per person fee estimate to 10%, $613.80/bed. (At 4 units/acre; $817.60/bed) RESOLUTION NO. 19-068 (Exhibit A) Page 56 of 570 Industrial uses have an average of 1 employee per 1000 sq.ft. $6,138/1000 =$6.138/sq.ft. KAMG then applied the 1/3 factor as documented in the prior fiscal study (which states that employees can equate to 1/3 resident for estimating cost factors of city services). $6,138/3 = $2.04/sq.ft. To further ensure that the fee share is not over-estimated, KAMG anticipated limited use by Industrial employees and applied a 10% factor, $0.20/sg.ft._iAt 4 units/acre: 50.27/sq.ft.j Commercial uses have an average of 1 employee per 50D sq.ft. Using the same calculations as Industrial use the interim fee calculation is double that of Industrial, $0.40/sq.ft. (At 4 units/acre- $0.54/sq.ft.] Traffic and Circulation A 5 -year growth projection was used to calculate the needed circulation system improvements and per trip cost basis of $236/trip. Industrial trip generation rates per ITE Is 4.54 trips/1000 sq,ft= 0.00454 trips/sq.ft. $236 x 0.00454 = S1.07/sq.ft. Truck yards generate 2 trips per space. $236 x 2 = $472Lspace. Commercial trip generation rates vary from 26.59 trips/1,000 sq.ft. to 28.81 trips/1,000 sq.ft. KAMG used the more conservative generation rate of 26.59 trips/1,000 sq.ft. = 0.2659 trips/sq.ft. $236 x 0.2659 = $6.27/sg.ft. Multi -family residential use generates 6.23 trips/DU. $236 x 6.23 = $1,470.78/13U. Residential Hall/Dorm use generates 2 trips/bed. $236 x 2 = $4721bed. Sound Walls An estimated cost of $10,926,208 has been determined for needed sound walls associated with new growth of 11,920 truck trips added the 53,200 existing trucks trips generated in the city for a total of 65,120 total daily truck trips. The total cost of the sound walls $10,926,208/65,120 = $167.78/truck trip. For Industrial use, truck trips account for 20% of the traffic. Industrial use generates 0.908 truck trips/1000 sq.ft. The future sound walls cost $167.78/truck trip. $167.78 x 0.000908 = L0.15/scl.ft. Truck Yards generate 2 trips (100% truck trips) per space. $167.78 x 2 =$335.56/space- For Commercial use, truck trips account for 5% of the traffic. Commercial use generates 1.44 truck trips/1000 sq.ft. $167.78 x 0.00144 = 0.24 s .ft. Drainaze/Stormwater Industrial cost per the report is $22,742/acre. The example of a 4.6 -acre site = $116,242 for 100,000 sq.ft. of industrial development. $116,242/1000 =1.16 sq.ft. For Truck Yards, the factor of $22,742/acre is appropriate. $22,742/acre divided by 43,560 sq.ft- = 0.522 per sq.ft. of site area. 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Nm v w m n ao e, .bi RES LUTI N N . 19-06 Exhibit A Page 61 of 570 ■ E§ to t §777 - { \/Go LC : ®�fk \k\ k §«If - �w )k ba ka } �� �` �k§\ amc � )_f{/ ® - :73§2 ——k§ Vp ��E�� I /} \kk/} / � \\ � �Br§ ��|§ a�� f§2%2 | k-.2 ` A )\§� k) a |a mc we )k§; ¥ 2 £k§7 k 'E %��■ / ��2 _ & &E\ o§!= § - s § 2 ] ` I q� s rL 40� fƒ o � � Ln $ L § I ; e w w f : 2 i \ - - o \ § � § Ln k � 2 \ E f g -ca S} ) 2 k k k \ \Ir } c � k m a ca _ k m RESOLUTION NO. I+D 8 (Exhibit A Ono= A,nfrn City of Carson Interim Development and Soun-dwall Impact Fee-_..... _ - - Prepared for: The City of Carson Prepared by: W.G. Zimmerman Engineering, Inc. 17011 Beach Boulevard, Suite 1240 Huntington Beach, CA 92647 Phone: (714) 799 —1700 Fax: (714) 333 — 4712 February 2019 Reference Document #3 WGZE Traffic and Sound Wall Impact Fee Study, February 2019 RESOLUTION NO. 19-068 (Exhibit A) Page 63 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Table of Contents A-|mteft Nva|oprnent Impact Fee ............................................................................................................. 1 1. |ntroWueWw................... -----------------------------------.----1 3. Mitigation Fee Act .............. ................... ......................... ........ ................................ ........................... 1 3, LocadonmyNew Developments ...................... ...... ,......... ....... ''~''~.'_—.'~~—~.......... —1 4` SXudvArea -------.-----.—.—._....... ._._._—._--.—'—_--.... ..—_4 5- Existing Traffic Volumes ---._.__----.—__....... ........ .—'_... ... _................. 4 6- Trip Generation ........ --------_-------.---._-----......... -----._.—..8 7 Trip O|stUbuUnm—........ ___ ...... ------.---.---------.—._—._----_iQ 8. 1�a#icFare cmnYs........................................................ .......... ......... .......... ................................. —..19 9\ Traffic Impacts .--._-----------------.---------------------.28 1. Prooet M ethodulogy ....................................................................................................................... 2G 2. Level wfService ..... ----_.---....................... ----------.—_----..... ---27 1 SignUicamtTruffir, ImpW Criteria .......... _..—... .................................... ........................ ................ 30 4` Significant hmpamd I1tasections.................................................................................................. 30 10. Mitigation CalcuNalhom.................................... .......... ___ ... —...... --------------..3@ |nteosecti nm5—FIg uerpa Street & Del Arno B oulevamd .......... —............................................ --...... 31 |ntenuectio16—MainStreet &De|Amo Sowlevard: ----....... -----------_-_---31 |nUwf Seeflon7~~SlarnpaDrive & Del Arn a Rmulevand ------------------------31 Int$rsetflom8~~South AvmIon Boulevard & Del Arm Boulevard ................................. ..................... 31 |ntensection1W—Main Sti$et & LNnandoOrhme:................................................................................... 32 Intersection 13~Lenando DNWe and 1-405 Southbound Ramps: ................................. ..................... 32 |ntemsectkon20—South Avalon Boulevard & Carson Sbftt:............ ................................................. 32 11 Inpnzmenlemt Cost ................................................................ ......... ....................... ....................... 33 12- Allocation ofCosts ----._.—._.... ..... ___ ---- ----- .......... ................... ................................ 35 13. No)ecW Rovmnuo—--------- _._.... .... ..... ....................... .............................. ............................ 38 B-8O8UNOWALLFEE ANALY8|8----------.---_--__—_.... .... .... _--_.—.38 14. Smmmmwy--...... ------_--.—.—._._--.—.—.—._—___'......... _---- ---------- 38 1 Introduction ................. ---.......... ---------------_---._--_.—.--38 2. a4sfing Comdidons.----------_-----.-----.--------------._-38 15- Location ............................................................ ---................... ......... .----------... .-4O 16. Projects ................................................................. ----...... ---------._-------_.41 17 Future Condifioms............................................................... .................... ............... --_---......... 42 18. Methodology ........................................ ............... --................ ------------------.4� � U 19. Cost cfSound WON ............................................................................................................................ .44 RESOLUTION NO. 19-068(Exhibit A0 City of Carson Interim Development and Soundwall Impact Fee List of Figures Figure 1: Development Location...................................................................................................................2 Figure 2: Study Intersections........................................................................................................................ 5 Figure 3: Existing without Projects AM Peak Hour Intersection Turning Movement Volumes .....................6 Table 2: Project Trip Generation................................................................................,.....,.............-...........-.. Figure 4: Existing without Projects PM Peak Hour Intersection Turning Movement Volumes ..................... 7 Figure5: Project Trip Distribution ......................................................................................................... Table 4: Signalized Intersection LOS Criteria....................................................................................... ...... Figure 6: Projects Passenger Cars AM Peak Hour Intersection Turning Movement Volumes ..................13 Table 5: Unsignalized Intersection LOS Criteria.........................................................................................27 Figure 7: Projects Passenger Cars PM Peak Hour Intersection Turning Movement Volumes ....... ___ .... 14 Figure 8: Projects Trucks (in PCE) AM Peak Hour Intersection Turning Movement Volumes...................15 29 Figure 9: Projects Trucks (in PCE) PM Peak Hour Intersection Turning Movement Volumes...................16 30 Figure 10: Projects Total Vehicles (in PCE) AM Peak Hour Intersection Turning Movement Volumes..... 17 Figure 11: Projects Total Vehicles (in PCE) PM Peak Hour Intersection Turning Movement Volumes -----18 Figure 12: Existing Plus Projects AM Peak Hour Intersection Turning Movement Volumes ...................... 20 Figure 13: Existing Plus Projects PM Peak Hour Intersection Turning Movement Volumes ............ ...._... 21 Figure 14: Future without Projects AM Peak Hour Intersection Turning Movement Volumes ..... .... ..... — 22 Figure 15: Future without Projects PM Peak Hour Intersection Turning Movement Volumes...................23 Figure 16: Future Plus Projects AM Peak Hour Intersection Turning Movement Volumes ........................24 Figure 17: Future Plus Projects PM Peak Hour Intersection Turning Movement Volumes ........................25 Figure 18: City of Carson Truck Routes......................................................................................................39 Figure 19: Sound Wall Locations ............................................, ...............40 Figure 20: Project Locations.......................................................................................................................42 List of Tables Table 1: List of Projected Development in the City of Carson...................................................................... 3 Table 2: Project Trip Generation................................................................................,.....,.............-...........-.. 8 Table 3: City of Carson -Total Development at Buildout (2023)..................................................................10 Table 4: Signalized Intersection LOS Criteria....................................................................................... ...... 26 Table 5: Unsignalized Intersection LOS Criteria.........................................................................................27 Table 6: Existing Conditions Intersection Level of Service .........................................................................28 Table 7: Future (Year 2023) Conditions Intersection Level of Service ........ ........... .,.,................ ___ ... ...... 29 Table 8: Significant Traffic Impact Criteria ........... ............... ........................................................................ 30 Table 9: Intersection Impact Analysis ............................... .....33 Table 10: Intersection Mitigation Cost.............................................................._............,.....,...,,.-....-......--33 Table 11: Allocation of Costs per Development type........................................--..----.-----„----...................... 36 Table 12: Projected Revenue -Intersection Traffic Fees............................................................................. 37 Table 13: Project Trip Generation Estimate ................................................. ........................................... _41 Table 14: Selected Truck Routes Noise Levels..........................................................................................43 Table 15: Cost of Sound Wall Barrier per Linear Foot................................................................................44 Table 16: Truck Route Mitigation Cost........................................................................................................46 r-� Table 17: Allocation of Costs per Development..........................................................................................47 15 RESOLUTION NO. 19-068 (Exhibit A) Page 65 of 570 ICity of Carson Interim Development and Soundwall Impact Fee A- Interim Development Impact Fee 1. Introduction This study establishes the Interim Development Impact Fee for the City of Carson_ The Development Impact Fee is a tool used for shifting part of the cost of providing new public infrastructure to the developers in order to mitigate various intersections in the City impacted by new development_ This study calculates the impact fees associated with new developments within the City of Carson which impacts twenty-two (22) intersections. The allocation of fees will be based on the projected amount of traffic generated by the new developments to be added to the intersections and the estimated cost to mitigate the added traffic via proposed improvements. These fees are implemented to help reduce the economic burden on the City due to the growth caused by new development. This report will also analyze the noise level impact certain projects will have on truck routes in the City that border residential neighborhoods. Although this is a technical development fee analysis, every effort has been made to write the report clearly and concisely. 2. Mitigation Fee Act The California Mitigation Fee Act (Assembly Bill 1600) requires local governments to document the following when adopting an impact fee-- a ee: • Identify the purpose of the fee; • Identify the use of revenues- • Determine a reasonable relationship between the use of the fee and the type of the development paying the fee; • Determine a reasonable relationship between the need for the fee and the type of development paying the fee; and • Determine a reasonable relationship between the amount of the fee and the cost of the facility attributable to development paying the fee, In summary, a fee cannot be more than the cost of the public facility needed to accommodate the new development paying the fee, and the fee revenues can only be used for their intended purpose_ 3. Location of New Developments As shown in Figure 1, a total of 23 projects are expected to be implemented in the City of Carson. These projects are listed in Table 1. Page 1 RESOLUTION NO. 19-068 (Exhibit A) Page 66 of 570 fCity of Carson Interim Development and Soundwall Impact Fee } ®. u�ciwia 5t Val _ # Carson Mfil 21. Td 1 t i vem. a a si i■I —� r. i AVALON VILLAGE 1 =00— 4 L: Go glia My Maps Figure 1.- Development Location RESOLUTION NO. 19-068 (Exhibit A) Page 67 of 570 LIE LI,N C.0 VILLA RLI 4 Page 2 City of Carson Interim Development and Soundwall Impact Fee Table 1: List of Projected Development in the City of Carson # Project -Location Project Name 1 Developer Project Type 1 2315 E. Dominguez Street Terreno Industrial 2 1 2149 E Sepulveda Boulevard Shippers Industrial Holiday Inn Express 3 888 E. Dominguez Street c/o Richard Burrow for Carson Hotel Hospitality Group Inc. 4 1000 E. Victoria CSUDH Master Plan (5 Year Projection) Mixed Use 5 Carson Plaza Drive and Carson Plaza Carson Plaza Office Park Mixed Use Ct 6 24700 Main Street Bridge Industrial Industrial 7 20400 Main Street Balance & 157 Commercial 8 20881 S. Main Street Western Realco Industrial 9 18701 S Wilmington Ave Prologis, 2817 E Cedar St, Suite 200, Industrial Ontario, CA 91764 10 123 E 223rd St Hooman Moshar, 25726 Dillon Rd, Residential Laguna Hills, CA 90265 11 21809-21811 S Figueroa Birch, Laney LA Inc., 13110 Hawthorne Residential Blvd Ste A, Hawthorne, CA 90250 12 NE Corner of Central Ave. and Victoria Ed Galigher 1 Victoria Greens (Integral Residential St. Communities 13 LA DWP corridor in south Carson b/w E. Linear Properties Truck Yard in DWP Industrial 223rd St. and E. 236th St Utility Corridor Easement 14 22632 S. Alameda St Mobile -Mini Storage Industrial Behren Engineering 1 15 18530 Broadway Acoustic Engineering Fabrication and Industrial Office 16 225 W Torrance Blvd Rand Mixed Use Condo project (5 Year Residential Projections 17 1007 E Victoria Brandywine residential project Residential 18 20601 S. Main Street KL Fenix Industrial 19 21212 Avalon Kott & Kott 14 (5 Year Projection) Mixed Use 20 340 Martin Luther King Jr. Street Carol Kimmelman Sport Recreational 21 419 Martin Luther King Jr. Street, The Creek At Dominguez Hill Recreational Carson, CA 9074 22 21915 Dolores 5 unit condo Residential 23 j 20331 Main Street GS Nursery Residential RESOLUTION NO. 19-068 (Exhibit A) Page 68 of 570 Page 3 City of Carson Interim Development and Soundwall Impact Fee 4. Study Area As illustrated in Figure 2, a total of 22 intersections were identified for the Interim Development Impact study. These intersections are listed below: 1. Figueroa Street at 1-405 Southbound On -Ramp 2. Figueroa Street at 1405 Northbound On -Ramp 3. Main Street at 1405 Southbound On -Ramp 4. Main Street at 1-405 Northbound Off -Ramp 5. Figueroa Street at Del Amo Boulevard 6. Main Street at Del Amo Boulevard 7, Stamps Drive at Del Amo Boulevard 8. Avalon Boulevard at Del Amo Boulevard 9. Figueroa Street at 1-110 Northbound Ramps 10. Main Street at Street Lenardo Drive 11. Figueroa Street at Torrance Boulevard 12. Main Street at Torrance Boulevard 5. Existing Traffic Volumes 13. Lenardo Drive at 1-405 Southbound Ramps 14_ Avalon Boulevard at 1405 Southbound Ramps 15. Avalon Boulevard at 1-405 Northbound Ramps 16. Main Street at 213th Street 17. Avalon Boulevard at 213th Street 18. Figueroa Street at Carson Street 19_ Main Street at Carson Street 20, Avalon Boulevard at Carson Street 21. 1-405 Southbound Ramps at Carson Street 22.1-405 Northbound Ramps at Carson Street Existing peak hour traffic volumes provided by the City of Carson are based upon morning and evening peak period intersection turning movement counts obtained in November 2016 during typical weekday conditions_ The morning peak period was collected between 7:00 AM and 10:00 AM and the evening peak period was collected between 4*00 PM and 7:00 PM. The actual peak hour within the peak period is the four consecutive 15 minute periods with the highest total volume when all movements are added together. Thus, the weekday evening peak hour at one intersection may be 4:45 PM to 5:45 PM if those four consecutive 15 minute periods have the highest combined volume. Intersection turning movement count worksheets are provided in Appendix A. Figure 3 and Figure 4 show the existing morning and evening peak hour intersection turning movement volumes, respectively. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 69 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Y. Goodyear 84mp Base © Airport VlFr�nc _St Al`s 4NUelAma9tvd 3 K j S 0 C :�Trxranca Blvd aK �r X k r a a�St. z � 'tvztanst f�� ttzsarn:L 7• � }'"rr II n idiw �; oet arm aivd elAmaBv 't-trxs>aaru xr,iz,a W72Othst 'ar: �cM Yr ttlFT f �ztatfist F211thn W CII�it�dr � N Esu ala^ r, r 6 L it} J196 LZ CIO E Uel � —rr4 L6! o �� S} t �xtRM7r� ECe MOW' Y, G k r Figure 2= Study Intersections RESOLUTION NO. 19-058 (Exhibit Ay Page 70 of 570 @: Carsan5l w psA- s E220th St Page 5 'S r 1 �2S31h 5t 7rxtsrar! � E37Srhrl E2t:>oSt �cCarson St 4 Tarr r 't-trxs>aaru xr,iz,a W72Othst 'ar: �cM Yr ttlFT f �ztatfist F211thn W CII�it�dr � N Esu ala^ r, r 6 L it} J196 LZ CIO E Uel � —rr4 L6! o �� S} t �xtRM7r� ECe MOW' Y, G k r Figure 2= Study Intersections RESOLUTION NO. 19-058 (Exhibit Ay Page 70 of 570 @: Carsan5l w psA- s E220th St Page 5 ICity of Carson Interim Development and Soundwali Impact Fee Figueroa SI/1-405 56 Figueroa SVI-405 NO Main 5t/1-405 SB Motn St/1-405 NB Figueroa St/Dal Amo Blvd 90 w 292 P,� � V L 190 ^ L 160 I � 147 I f J x-- 377 1 � 77 �J I x-- 914 ` � 145 1 z 911 3 381 I on [ � I 11� �woi I N -n I 98� "D►N`n Main S1/Dal Amo Blvd Stamps Dr/Dal Amo Blvd Avalon Blvd/Dal Amo Blvd Figueroa SVI-110 No Main S1/Lenordo Dr New L61 444 L0 ML90 -: n4 L0 JI L 1071 r 219 J! L —1312 i J I L_ 305 r 175 �J r � I ` r0 x- 9 r0 142 � � r 549 0 � -- 851 262 J � 540 --� 569 --� f 10 f r 38� wog M N D� ovv ! 1 62� 310 In I4 Figueroa S1/Torrence Main St/Torrence Lonardo Or/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 Blvd Blvd 56 56 NB 44 4a coni 151 N r 35 40 0 mo NR 540 J L �— 463 59 I 75 ` L ° J J 2 �IC x918 ! r90 I 600 J 1 i 446—r 12 �251 _�3= 13 14 ��r159 15 a4a aha o� 459+ o0N O� Nr Mie Main St/2131h St Avalon Blvd/213th St Figueroa S1/Corson St Main S1/Carson St Avalon Blvd/Canon S1 P.Ma 'n� 303 ^Ar m.n �gg e1� rgi�n� L4B g MIM 1 ten« 1�9g0J 292 16 I�-238 ` 123 17 J L �— 426 r 37 1a 4 +32 J f 1318 j ` r 383 20 237 �+ 201—,I 1442� } 324 I 115 } 457 ----One 05oNin 1 435 65�m- 1-405 SB/Carson St 1-405 NB/Carson St r L 245 — 1035 rtoo I — 751 �14 J 570 —F 2� 6`58 2 W J -1 1 610 , I 34� n�� N Figure 3: Existing without Projects AM Peak Hour Intersection Turning Movement Volumes Page 6 RESOLUTION NO. 19-068 (Exhibit A) Page 71 of 570 City of Carson Interim Development and Soundwall Impact Fee Figueroa St/1-405 SB Figueroa St/1-405 NO Main S,/1-405 S9 Main Sf/1-405 NO Figueroa St/Del Amo Blvd IP.n Nin in ! m L 131 NN 1 0 w +— 235 0 Ira in Min L 117 r 77 I t I �-120 2I 1 59 I �- 665 r 2D, r` 2 1 637 -J6 - � f a42- min n 45 � Hn N0 164 inc,4 in tro Main St/Del Amo Stamps Dr/Del Amo Avalon Blvd/Dal Amo Figueroa St/1-110 Alain St/Lenardo Blvd Blvd Blvd NB Dr M e) L60 000 La O n � � L143 P N NA Q _O LD JI� �— 789 i 242 _ L 1063 0 J L �- 638 253 I J t D �" r 164� �1r 1097 —� 1434 D�f— Ir 203J �1r 907118 35D� �I 10 1r �0o00 N 237 nza � of 184 m Ino N n Figueroa St/Torrence Main SI/Torrence Lenardo Dr/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 Blvd Blvd SB SB NO n= L161 Hn L25 0o L0 NM °Nl�iFL m �N L385 �— 369 J L48 I �— 43 L �— 0 D J �11 X563 r-9, I 11 600 I r 884 12 286 J r 70 13 r 1 14 { ,J, 128 —� r 15 1 15$ owoiaoi 500 renal I 0 i 264 oYm nrNn M NV Mal Main SI/2131h St Avalon Blvd/213th SI Figueroa SI/Carson St Main St/Canon St Avalon Blvd/Carson St i+l�o WM L165 mgo _mm L72 m`V� L _� 33 °Inn L 1n_ 51 nmN L mnN 101 I L D j 228 J L 225 12258 �— 395 J L_ i L 324 r 101 I --- 35B �+ 380 r 16 17 18 r 19 r 20 1 f r � 295 295 � � � 127 � } r 541 —' „4 � � � 482 —� 166-1 621 —� } I I o us M 110 *no ` Baal, I I 500 0N{�l N r• NMS I 42 loon �lflp 71 In ^nom IrN 1-405 SB/Carson St 1-405 NB/Canon St -IL 934 106 21 1021 +--�L* 786 MOS Figure 4: Existing without Projects PM Peak Hour Intersection Turning Movement Volumes Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 72 of 570 City of Carson Interim Development and Soundwall Impact Fee 6. Trip Generation Table 2 shows the trip generation based upon regression/linear equations for each project based on the land use obtained from the Institute of Transportation Engineers (ITE), Trip Generation Manual, 10th Edition, 2017. In accordance with the Institute of Transportation Engineers recommendations, the numbers of trips forecast to be generated by the proposed land use are determined by salving for trips (T) in the trip generation equation given the land use quantity (X). On average, truck trips account for approximately 13 - percent of weekday trips generated by industrial park land uses. To provide a conservative analysis, the project trip generation shown in Table 2 assumes trucks will comprise 15 -percent of the site -generated trips. The site -generated truck trips have been converted to passenger car equivalent trips based on a factor of 2.0. As shown in Table 2, the proposed projects are estimated to generate approximately 71,026 daily trips in passenger car equivalents, of which, 5,574 trips would occur during the morning peak hour and 8,814 trips would occur during the afternoon peak hour. The daily trip estimates are used in calculating fees for the affected intersections in the City of Carson. Table 3 represents the new development new trip share in the city at buildout. Table 2: Project Trip Generation Page 8 RESOLUTION NO. 19-068 (Exhibit A) Page 73 of 570 PCE Estimated Trip Generation Project Size AM Peak Hour PM Peak Hour # Location Project Type Daily Tris Trips Trips Quantity Unit In Out Total In Out Total 2315 E. Truck 1 Dominguez Industrial 132 Space 378 48 19 66 20 37 57 Street 2149 E Truck 2 Sepulveda Industrial 800 Space 1305 165 64 229 69 129 198 Boulevard 888 E. 3 Dominguez Hotel 97 Rooms 792 30 21 51 30 29 58 Street Industrial 150 KSF 1066 124 17 141 18 131 148 1000 E. Commercial 50 KSF 991 15 9 25 48 52 100 4 Victoria Dormitory 300 Beds 596 25 27 51 42 30 72 Residential 200 DU 1131 17 69 87 69 37 105 Carson Office 50 KSF 603 75 10 85 14 68 81 Plaza 5 Drive and Carson Residential 200 DU 1264 19 78 97 77 41 118 Plaza Ct. Page 8 RESOLUTION NO. 19-068 (Exhibit A) Page 73 of 570 City of Carson Interim Development and Soundwall Impact Fee Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 74 of 570 PCE Estimated Trip Generation Project Size AM Peak Hour PM Peak Hour # Location Project Type Daily Tris Trips Trips Quantity Unit In Out Total In Out Total 24700 6 Main Industrial 253 KSF 2010 234 32 265 34 246 280 Street 20400 7 Main Commercial 730 KSF 18808 290 178 468 911 987 1898 Street 20881 S_ 200 Truck 695 148 67 212 67 101 167 8 Main Industrial Space Street 158.45 KSF 677 45 12 57 15 46 61 18701S 9 Wilmington Industrial 438.666 KSF 3486 405 55 460 58 427 485 Ave 10 123 E Residential 9 DU 50 1 3 4 3 1 4 223rd St 21809- 21811 S Residential 32 DU 177 2 11 13 11 5 16 Figueroa NE Corner 12 of Central Residential 176 DU 971 13 61 74 58 29 87 Ave. and Victoria St. LA DWP corridor in south Truck 13 Carson b/w Industrial 580 Space 2204 273 410 683 270 358 628 E. 223rd St, and E. 236th St 22632S - 2632S_14 14 Alameda Office 18.36 KSF 221 28 4 31 5 25 30 St 15 18530 Industrial 20.16 KSF 169 20 3 22 3 21 23 Broadway 225 W 16 Torrance Residential 250 DU 1663 26 102 128 101 54 155 Blvd 17 1007 E Residential 38 DU 210 3 13 16 13 6 19 Victoria 20601S- 475 Truck 1132 162 67 229 70 122 193 18 Main Industrial Space Street 53 KSF 1 226 15 4 19 5 15 20 Commercial 30 KSF 595 9 6 15 29 31 60 19 21212 Hotel 150 Rooms 1226 47 33 80 46 44 90 Avalon Residential 500 DU 2826 i 43 173 217 171 92 264 Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 74 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Table 3: City of Carson -Total Development at Buildout (2023) Development Type Dev Units Estimated Units Estimated Average Daily Traffic PCE Estimated Trip Generation # Project Project Type Size 12% Commercial AM Peak Hour PM Peak Hour 20,393 Location Office KSF Daily Tris Trips IndustriallBusiness Park KSF 1,073.28 Trips Quantity Unit In Out Total In Out Total 247 340 Martin 3% Recreational Ksf 599 25,130 35% Dormitory Beds 300 596 20 Luther Recreational 66 KSF 2232 89 46 135 89 92 181 King Jr. Street 419 Martin Luther 21 King Jr_ Street, Recreational 532.5 KSF 22898 965 617 1582 1968 1206 3174 Carson, CA 9074 22 21915 Residential 5 DU 28 0 2 2 2 1 3 Dolores 20331 23 Main Residential 60 DU 399 6 24 31 24 13 37 Street Total 71026 13341 2236 5574 4337 4476 1 8814 Table 3: City of Carson -Total Development at Buildout (2023) Development Type Dev Units Estimated Units Estimated Average Daily Traffic Share of New Trips Residential, Multi- Family DU 1,470 8,717 12% Commercial KSF 810 20,393 29% Office KSF 68.36 824 1% IndustriallBusiness Park KSF 1,073.28 7,634 11% Truck Yard Space 2,187 5,714 8% Hotel Room 247 2,018 3% Recreational Ksf 599 25,130 35% Dormitory Beds 300 596 1 % Total 71,026 100% 7. Trip Distribution Figure 5 shows the forecast directional distribution patterns for the project generated trips. The project trip distribution patterns are based on review of existing traffic volume data, surrounding land uses, designated truck routes, and the local and regional roadway facilities in the project vicinity. Page 10 RESOLUTION NO. 19-068 (Exhibit A) Page 75 of 570 City of Carson Interim Development and Soundwall Impact Fee Based on the identified project trip generation and distributions, morning and evening peak hour intersection turning movement volumes expected from the project are shown on Figure 6 and Figure 7, respectively (in passenger car equivalent trips). Morning and evening peak hour intersection turning movement volumes of trucks (in passenger car equivalent trips) expected from the project are shown on Figure 8 and Figure 9. The morning and evening peak hour intersection turning movement volumes for the combined passenger car and truck trips expected from the project are shown on Figure 10 and Figure 11, respectively. Page 11 RESOLUTION NO. 19-068 (Exhibit A) Page 76 of 570 :1 City of Carson Interim Development and Soundwall Impact Fee - 596 �:.�-. _� II���I�� ,. 41UM of Ar= 3% �M6 Jim Carson C�run U 7 ,- —M WR �:1 a—nor ,M54 ,d k NEW- emu. AVALON VILLAGE 4�111 26 Mir Go gliMyMaps Figure 5: Project Trip Distribution RESOLUTION NO. 19-068 (Exhibit A) Page 77 of 570 EV1410ft SL J A 10% L.I.N CX VILLA L ARL i 0 0J Page 12 1ki, M,% L a—nor ,M54 ,d k NEW- emu. AVALON VILLAGE 4�111 26 Mir Go gliMyMaps Figure 5: Project Trip Distribution RESOLUTION NO. 19-068 (Exhibit A) Page 77 of 570 EV1410ft SL J A 10% L.I.N CX VILLA L ARL i 0 0J Page 12 City of Carson Interim Development and Soundwall Impact Fee Figueroa S1/1-405 SB Figueroa S1/1-405 NB Main St/1-405 SB Alain St/1-405 NB Figueroa St/Del Amo Blvd ono LD ono LD LO ole �D Ln o,2o �3 o-rn �3 -J L- -J L- -J L- �0 JIL a JIL Vie' r0 r0 1 o�Ir a o r�Ifr Jo�Ir 0ono � 0ono Dc^a coo 0� oItgo Main St/Del Amo Blvd Stamps Dr/Del Amo Blvd Avalon Blvd/Dal Amo Blvd Figueroa St/1-t 10 NO Main St/Lenordo Dr V12 LB L0 -l2o L0 rl mo L0 1 oz:i L�29 3 J I (colo J I` I J —4' J L rZ3 r'2 �a 54 --r �Ir"°J 214--� 214 ,53� �Ir" „2J 84� 627 70 � '0 �1r' °J1�Ir 0� 87� �Pn t38—Ln -0 Nm°$ B� Amo 0� cin Figueroa St/Torrence Blvd !lain 5t/Torrence Blvd Lenard* Dr/1-405 5B Avalon Blvd/1-403 SB Avalon Blvd/1-403 N8 L33 N O LD 01�6M L53 O -n NCO LD W 1 NNO -285 JIL —oB JIL JIL r 79 JIL JIL X56 11 /-0 12 13 r0 14 15 B � r' 48—^ r 50 I D— D— 0 I r' 63— 263 - r_ ° � r_ 0- 0� oo�0 1 27� c�iwo °� o�=N 1°� roCc 0� neo Main S1/213th St Avalon Blvd/2131h SI Figueroa St/Carson St Main St/Canon St Avalon Blvd/Carson St COO L 1 o -a L 6 C4 L 6 JIL JIL �; JL r_6416 r� 17 +=J� +=� 20 0 0 �Ir~ 3��r 0onc 0om 1� Amo 1-405 SB/Carson St 1-405 NB/Canon S1 000 L 0 J68 L "*oN L 9 J L -� 33 29�2�Ir" 48�2�Ir' 32� -Wo� 0� coo Figure 6: Projects Passenger Cars AM Peak Hour Intersection Turning Movement Volumes Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 78 of 570 ICity of Carson Interim Development and 5oundwall Impact Fee Figueroa SVI-405 SB Figueroa SVI-405 NB Main S11/1-405 SB Main S11/1-405 NO Figueroa St/Del Amo Blvd OHO L0 020 LO OQN LD m O�O L1 ani 11 �� ��� JIL JIL JIL �0 �o �-0 X32 T2s, aJ 1�t� of �Ir of �Ir of 418 �Ir 0- ams 0-1 oma 0� pom 0� 00o 0� an' Main Si/Vel Amo Stamps Dr/Del Am* Avalon Blvd/Del Amo Figueroa SVI-110 Main St/Lenardo Blvd Blvd Blvd NO Dr "'e 14 Lia coo L0 nNo L0 NN on -0 L0 aom L161 J I L 239 J I L $6' J I L 27 J I L J I L 25 �--. f=--.0 r--. 79—/ 6 384— 0-1 7 219—� 231-1 45—� �Ir 104 J 9 0_� �Ir O J 1 0 0— �Ir I 177-1N Ir 20tS� Non 130 a��m 22� N�oO 0� off' Figueroa St/Torrence Blvd Main St/Torrence Blvd Lenardo Or/1-405 58 Avalon Blvd/1-405 SB Avalon Blvd/1-405 NO NV;; L22 o^ L1$5 Arno LO ev —33a JIL f -o +107—/--1 13 14 +181JIB��JL 4J ,28—D— OJ r 494-1 348 —r �Ir 00-a 0� oMIn 45� � �n Main St/213th St Avalon Blvd/213th St Figueroa St/Carsan St Main St/Corson St Avalon Blvd/Canon St L3 L28 '�n�L m = L,7 --a JAL 0 J"+?' L �-3J —1se 1 8 J �za I L 61G tri +=�J 19 1 2000— f 1I17 f 0 � 8J 510 [ 0N0 I 00nn If 3� °0n$ 1-405 SB/Conon St 1-405 NB/Canon St LO JDao L �— 53 17 2 +40- 45 f ^-1 naa 62 Figure 7: Projects Passenger Cars PM Peak Hour Intersection Turning Movement Volumes Page 14 RESOLUTION NO. 19-068 (Exhibit A) Page 79 of 570 City of Carson Interim Development and Soundwall Impact Fee Figueroa SVI-405 SB Figueroa SVI-405 NB Main SVI-405 SB Main St/1-405 NB Figueroa St/DN Amo Blvd owo La p 0N4 L1ra — 0 I�S al rJ L0 I �L3 -J I L 4 8 ofo �LIra > f0 �Lr2 o000 —�o�Ir 0� ono 0� ono a� 0991") 0� oaao 0� o o C04 Main Sl/Dal Amo Stamps Dr/Del Amo Avalon Blvd/Del Amo Figueroa Sf/1-110 Main S1/Unardo Blvd Blvd Blvd NB Dr in L3 12-0 La ono L0 In 0Q�a L3 JAL JAL —1 JIL —3 '1 L- �0 f-3 � I 940 26186 +—� 33� I I in c- I3�0- 9� min-* 15� a 041 0� oaim Figueroa St/Torrence Main S1/Tarrenee Lenardo Dr/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 Blvd Blvd SB SB NB 0n!2 L16 n 0 La 0r.Y L5 Y.e0 L35 -J L- X09 'i L- —° JIL �5 JL�-�11 12 13 +-J-, 15 3sr r 0 a I 0 I 00 I 0 I 0�1 0� OMO DNS Y400 Main St/2131h St Avalon Blvd/213th St Figueroa St/Carson St Main St/Canon St Avalon Blvd/Carson St ono L, 019- L1 0n0 L0 JL�3�-; JL ��4 16 17 18 +=� +=�] a0 37� �0 oc 0oe� 0� emo 1-405 SB/Canon St 1-405 NB/Carson St L0 Jcoo L91514 2 +78 1 84no^ Figure 8, Projects Trucks (in PCE) AM Peak Hour Intersection Turning Movement Volumes Page 15 RESOLUTION NO. 19-068 (Exhibit A) Page 80 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Figueroa St/1-405 SB Figueroa St/1-405 MB Main St/1-405 SB Main St/1-405 NB Figueroa St/Del Ama Blvd —0 J ~L L0 �-0 J VL L0 —0 J �L LO �0 J !L L1 J oL L6 X31 105 �0 �Q r0 �0 0� 1 a-- �Ir 2 0— �1r � of 4 of -1 r- � 4a-�Ir 0� otao 0� ono 0� os m 0� o� 0� coP* Main St/Oet Amo Stamps Dr/Del Amo Avalon Blvd/Del Amo Figueroa S11/1-110 Main St/Lenardo Blvd Blvd Blvd NB Dr rnmm Lg coo L0 to Lp 00100 L0 Olt- L17 JAL X05 JAL f-; JAL x--24 JAL �° JAL 14 53J Mfr 18J Mfr 30—x' �1r ,off qtr QJ1�fr 47� 1m 22�Oa1 25� NNm 7"`) NNS t a� Figueroa St/Torrence Main St/Torrence Lenardo Or/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 Blvd Blvd SB SB NB L29 m"�o La OMa L18 MNO La JX05��� f-0 +� ��� �011 12 f-2 13 14 +7, 24� 1oJ qtr �� ��r37J ��� ir QOM70 a� OHO a� OYN 5� ws ln' Main 51/213th St Avalon Blvd/213th St Figueroa S1/Carson St Main St/Corson St Avalon Blvd/Corson St ONS L3 Qua La �'n40 La co J�� J�� dnaJL�` +—=\�O �—; 17 18 19 f �� �Ir7""� J ��r 4� �Ir 0� omw- 4� or1� 2� m— 1-405 SB/Canon St 1-405 NB/Canon St 400 La +LnJL�9g22 0-J95 In Figure 9: Projects Trucks (in PCE) PM Peak Hour Intersection Turning Movement Volumes Page 16 RESOLUTION NO. 19-068 (Exhibit A) Page 81 of 570 ICity of Carson Intedm Development and Soundwall Impact Fee Figueroa SVI-405 SB Figueroa SVI-405 NO Main S,/1-405 58 Moln St/1-405 NB Figueroa SVDel Am* Blvd L° LO L0 L4 6 �� J^� rD �.° JJ � r0 �0 J I L- ��0 --o JJ � r10 --24a J^L- 130 1�fr aJ —�fr a� Mfr 0 1tr 31001 r- 0 0— oMo 0� oMo 0� a�� 0� aaa 0� 0't to Main SVDel Amo Blvd Stomps Dr/Del Amo Blvd Avalon Blvd/Del Amo Blvd Figueroa SVI-110 NB Main SVLenardo Or mur� L I1 coo L 0 ^aa L 0 1 "tea L O o1n 32 J L �- 130 J L --- 78 J �23 J L— 40 �5 J L—° r0 J L -- 0 r25 �Ir 191— 197 r 100 ��r aJ1�fr 316 173- nm 73� IoM 35� 23� �s0 0� o40 Figueroa S,/Tarrenae Blvd Main St/Torrence Blvd Lenard* Dr/1-405 58 Avalon Blvd/1-405 SB Avalon Blvd/1-405 NO NH L49 oroM59 wM o0 � Hno326 JLX04 +—\N J219 13 0JLr93 14 15 4s ° -'2,3J 0—� -t°J83—^ 70—°0 cmc 0� oNo 42� moM 0� V,a G N Main S11/213th 51 Avalon Blvd/2131h Si Figueroa SI/Canon St Main St/Carson St Avalon Blvd/Carson SI 0+07,122 h 1 ONN `152 0�o 0 1 ��a, `2 N M��J°J -22 ALr 17 moo'JAL 18 �;;JLf-110 19 20 oof93J 1r x7J qtr4SJfir00 0� oMmo 10� �vrM 24� �n� 1� �nao M 1-405 SB/Canon St 1-405 NB/Carson St 0cc LO m oM 13 J L --,81 J L —56 � r,3 21 �0 90 r 72J2�tr 144 OOM r` M D� coo Figure 10: Projects Total Vehicles (in PCE) AM Peak Hour Intersection Turning Movement Volumes Page 17 RESOLUTION NO. 19-068 (Exhibit A) Page 82 of 570 ICity of Carson Interim Development and 5oundwall Impact Fee Figueroa St/1-405 SB Figueroa Si/1-405 NO Alain St/1-405 SB Alain St/1-405 NO n9ueroa S1/Del Amo Blvd p�iApL Lf 0J�14 L1r Lfir16 00 JAL—JJ Ag� 5J-0 46 4J 1 fir° M�L%frO 2 0 0 —494 fir OO O PoOO � OMO �--� OOMSN Alain S1/Dei Amo Blvd Stamps Dr/Del Amo Blvd Avalon Blvd/Del Amo Blvd Figueroa St/1-110 NO Alain Sl/Lenardo Dr �u�7N L46 000 L0 pp0 ✓R:!0 LO Ir :N0 L° It N 0-� L178 JAL �Z99 JfiL X743 —JIL —;o JfiL r0 JfiL --3B fir 27fir 124J fir 120! fir 0J10fir 473 223 �n�o a1 22B � woo w t55 --\�mn 28 � ��0 0 � P 40 on an M Figueroa St/Torrence Main St/Torrence Lenordo Or/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 NB Blvd Blvd SB SB N+Lr— Go+—J vs n aM� L1B2 ro V9 1f1M0 Lp o'o �o L460 J030 JAL r—°29 13 JfiL. o 14 JIL x69 15 21 o— 0 fir525 3as-- fi °J fir,sz aOo °� or,-* 126 --\ 'DMN N 0� �o Main 51/213th St Avalon Blvd/2131h St Figueroa St/Carson St Main 5t/Conon St Avalon Blvd/Canon 5t oma L17 Qo L127 ONO L0 nooie L6 J L �^ ° r 0 J L �— , 7 17 17 I I , 3B �✓ ++ B 18 I �--� , 4, �+ „15 19 +=�J oo-� fi9gJ;°J0 QQ0� ooh 4 Nm— 4 nO'M 1-405 SB/Canon St 1-405 NB/Canon Sl 00o Lfl JfiL r25 2� +=—f =� p Figure 11: Projects Total Vehicles (in PCE) PM Peak Hour Intersection Turning Movement Volumes RESOLUTION NO. 19-058 (Exhibit A) Page 83 of 570 ICity of Carson Interim Development and Soundwall Impact Fee 8. Traffic Forecasts a) Existing Plus Project The traffic volumes for existing plus project traffic conditions have been derived by adding the project generated trips to existing traffic volumes. Existing plus project morning and evening peak hour intersection turning movement volumes are shown on Figure 12 and Figure 13, respectively. b) Future (2023) Without Project To assess Future (Year 2023) without project traffic conditions, existing traffic volumes were combined with an ambient growth factor of 0,5% per year over a 5 -year period. Future (Year 2023) Without Project morning and evening peak hour intersection turning movement volumes are shown on Figure 14 and Figure 15, respectively. c) Future (2023) Plus Project To assess Future (Year 2023) plus project traffic conditions, existing traffic volumes were combined with an ambient growth over a 5 -year period. Future (Year 2023) Without Project morning and evening peak hour intersection turning movement volumes are shown on Figure 14 and Figure 15, respectively, To assess Future (Year 2023) plus project traffic conditions, project generated trips were added to Future (Year 2023) Without Project traffic volumes_ Future (Year 2023) with project morning and evening peak hour intersection turning movement volumes are shown on Figure 16 and Figure 17, respectively, Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 84 of 570 City of Carson Interim Development and Soundwall impact Fee Figueroa S11/1-405 SB Figueroa SI/1-405 NO Wain St/1-405 58 Wain SI/1-405 NB Figueroa S1/Dei Amo Blvd m a n L 292 h to ° n L 194 'nq I L 166 I I 197 I ` J I �-377 r 87 � I �— 1162 ` /— 275 r } 1 r 2 1 96 911 qtr into MI ,1 �{ fm i N� 9B awIN0 m p� n h ^hf Wain St/Del Amo $lamps Dr/Dell Amo Avalon Blvd/Del Amo Figueroa SI/1-110 Wain SI/Lenordo Blvd Blvd Blvd N8 Or 1p 72 000 L O � m m A 90Lr9B MIN r all cis in Liz 1201 221 3910-845 J -2J 3 181 ` 25 10 199- —1 1 r 865 0� —1 } r— 1042 —F I 384 "} r 837 —� 63 I r 211 wpm I 73 ham 97 nmh NON 333 Nte hh O^ Figueroa SI/Torrencs Wain 51/Torrence Lenordo Dr/1-405 Avalon Blvd/1-405 Avalon Blvd/1-405 Blvd Blvd SB S8 NB NM^OnN MI la L 200 M n^ L 35 Out n M L 59 n.r m a o� np N^ L 866 J L 537 r59 / J L -- 75 �10 L -- D 219 3t J L 14 J — 2 x"183 1512 11 29 J sir 3� J Mafr r0159 - fir 735 25 ^ MI 5 con CIO N C h 40 Wain S1/2131h St Avalon Blvd/2131h S, Figueroa SI/Carson 51 Alain SI/Carson S, Avalon Blvd/Carson St y� m ^ L 325 0 on 'n L 218 Qr � MI MI L 46 00C1N n.a L S8 hNM�j n m ._ L 102 I I �— 0 ` 292 i I �— 25B J 155 I ll 463 t i 37 J I �— 375 r 121 I ll399 t ` 493 r /— 161# } r 17/ 18 19 20 t 237 1 r 201 — ,44 � 1 r 417 100 —1 r 351— „2 r 502 — i o.eG �•• 85 nYin �v�n^ 445 Mr- 123 mm� 66 m�n ^�^ on 1-405 SB/Carson St 1-405 NB/Carson St 58 ,21607 1214 21 4 +730- 754 ,a N Figure 12: Existing Plus Projects AM Peak hour Intersection Turning Movement Volumes Page 20 RESOLUTION NO. 19-068 (Exhibit A) Page 85 of 570 J City of Carson Interim Development and Soundwall Impact Fee Figueroa SI/1-405 SB Figueroa SI/1-405 NO Alain SI/1-405 S9 Main St/1-405 NO Figueroa St/Del Amo Blvd ON ^ in iO 131 -m� ^ t� ^ 236 133 I I 77 - I 120 r r 9, J I L 1193 t 669 1 2 1 I 636 J 3 1336 r I Nn n� a n I i 45 n� I Nm 164 Inu�o � n Alain SI/Del Amo Blvd Stamps Dr/Del Ama Blvd Avalon Blvd/Del Amo Blvd Figueroa St/1-110 NB Wain St/Lenardo Dr I1 r�m� L106 000 L0 n to PA1 _143 m or,l~� N 178 -,J -- 244 j 244 J A L �- 7 36 } r 73 J I L 720 j 294 J 1 4-7- 6 15 fl,T,C� 1,1 472 fi r 339 m o+ ^ ,n°�roi 228 mon 392 -} 0 ^ h 217 Figueroa SI/Torrence Blvd Alain St/Torrence Blvd Lenardo Dr/1-405 SB Avalon Blvd/1-405 SB Avalon Blvd/1-405 NO N^y 01 OF 212 "W'mom1 �--2.5 inh M� L182 O'c ��o mm to to L845 JI �- 499 L 1-.8 I �-- 43 J L 11 0 L 992 13 I I r j L— 14 �- 0 r 360 15 11 621 12 470 � r r 593 $36 I I 158 533 ON ow n m I M� I 390 m M n �$ Main St/213th St Avalon Blvd/213th St Figueroa St/Carson St Main SI/Canon St Avalon Blvd/Carson St 1 o� 1182 !Oa+ ^^$ `199 iO�a� �33 mm� �58 O�qh ^N 120 } 228 IL 16 JAL j r 1 9 17 JAL +-533 t r 58 18 J�L 485 i 112 19 JAL x-392 } 489 20 255 295 127 6J 37 r 129 �tr 493 -� 167 715 --^ 16 �fr 0f'" 110 Itrmm I 504 Mom Np... 46� mNn 72� hg� 'f N ^N^ ^ta .• 1-405 SB/Canon St 1-405 NB/Canon St elf m h 405 1129 I 1729 r r �23 --6132 -190 15J fr 1119 -� 22 990 — -� 1 r 1 I 962 ^ 00 35 � Ob J Figure 13: Existing Plus Projects PM Peak Hour Intersection Turning Movement Volumes Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 86 of 570 City of Carson Interim Development and Soundwall Impact Fee Figueroa St/1-405 S9 Figueroa St/1-405 NO Main SI/1-405 SS Main St/1-405 NB Figueroa S1/Dai Am* Blvd �� 1 n `301 woo me 197 In L166 �-LJ x 203 -- 386 80 J L —957 r 143 2 89-/ fir 404 law a] ! N al 11� nw 1p Io am Ia 101 N r• M Main SI/Del Amo Blvd Stamps Dr/Dal Amo Blvd Avalon Blvd/Dal Am* Blvd Figueroa St/1-1 t0 NB Main SVL@nardo Or or. In4 1 �63 coo La aIm N 101 - n �Y no �0 J I L-- 1164 j `` /-235 J I L 1352 j � 0 -J 831 j 180 J I L 1 0 583 8n — � 562 � I r 589 -11 fi 1 i I 39� nM� I 0-} coo 84� onoi 319 1, �o aS In N N at Ip A Figueroa St/Torrence Main St/Tarranea Lanardo Dr/1-405 Avalon Blvd/1-405 SB Avalon Blvd/1-405 NB Blvd Blvd SB nw 160 NDN �36 00 �0 N In Nr.o aI NN L557 JAL— 484 r_61 �- 77 JAL �10� �-- 0 946 131 � 14 �-2 �93 15 11 r12 __J fil 260 473 r 463 164 .000 235 n^a oN 478 o= wrn ��^, Main St/213th St Avalon 131vd/213th SI Figueroa St/Carson St Main St/Canon S1 Avalon Blvd/Canon S1 ibH L 312 ANO 1 m Io L 613 NfO++a n rr L 47 Inn L 105 0-243 301 } 127 17`� IX439 r r 38 +385 �-327 39516 20 244J r 118 ,49J fi 349 „B r208 470 -�8B l ml:m 0 449b7m In on roIn N+n 1-405 SB/Canon St 1-405 NB/Carson St in 7 ^ 25 6 773 L-1066-1773 4J 21 58 7 8 - 829 Inor. o N 40 Figure 14. Future without Projects AM Peak Hour Intersection Turning Movement Volumes Page 22 RESOLUTION NO. 19-068 (Exhibit A) Page 87 of 570 City of Carson Interim Development and Soundwall Impact Fee Figueroa S1/1-405 SB Figueroa S1/1-405 NO Alain S1/1-405 SB Main St/1-405 NB Figueroa S1/Del Amo Blvd 135 �N �� 242 on 14 on 121 �L r79L J r6i —685 JIL x-207 1 1 2 1 655 - 3 r B67 r ia°r i. I 46� an l NN 169 nnm qrM Main SI/Del Amo Blvd Stamps Dr/Def Amo Blvd Avalon Blvd/Del Amo Blvd Figueroa St/1-110 NB Main St/Lenardo Dr O^� M1��L 62 t 000 L0 n NCM 147 N b r O JAL—813 JAL —1116 t JAL —657J� r 261 r0 1 x254 r0 10 169 0 2f0 3181 9 361 r E 1 120 V 0� ooa 252 dna 195 Figueroa St/Torrence Blvd Main St/Torrence Blvd Lenardo Dr/1-405 SB Avalon Blvd/1-405 SB Avalon Blvd/1-405 NB YI pp A 168 N 26 ntL4 0 0 0 a ���^L N + 410 383 J L J � 0-049 580 13 14 94 15 705272 1 ' -q163 o� 521— o� 272 0 M Main St/2131h St Avalon Blvd/213th S1 Figueroa St/Carson St Main St/Canon St Avalon Blvd/Carson SI Ln m in 171 mo Us US 75 .� ar L 34 yam _ t.._ 53 own 1 a� N L 104 1L 235 1 212 JAL 126 17 419 JAL �-B2 1 8 4— 334 JAL r,05 19 y--- 367 J� r392 20 1 263 304— r 135 57- 5I 118 497 - -- r 171 J 640-1 r I 113 ugP2o I 518 r, r, 43 73 i:nmo n.r ,nvi ^ate M^ ^in... 1-405 SB/Carson St 1-405 NB/Carson St 0 V ro M L 391 —983 109 J L 672 /- 23 2i r 1052 r 22 122 r 960 --- r I 810 Mor I 36� MNN Figure 15: Future without Projects PM Peak Hour Intersection Turning Movement Volumes Page 23 RESOLUTION NO. 19-068 (Exhibit A) Page 88 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Figueroa 51/1-405 S8 Figueroa S1/1-405 NB Main St/1-405 SB Main SI/1-405 NO Figueroa S1/0a1 Amo Blvd ocim n L301 o7 r.01 + mm L201 a L172 j f L I { r 2D3 L �J -"- 399 f 90 J L X 1205 327 1r 1 99� 3 1r �I 154 414 f�I 11 40 A ,01 a�w 04 P, Q� ^ Main St/Dei Amo Blvd Stamps Dr/Del Amo Blvd Avalon Blvd/Del Amo Blvd Figueroa S1/1-110 NB Main St/Lenardo Dr man L74 coo L0 m� °ii:� L101 �m Nrn o O1In 32 I I —1430 ,430 23 �1871J`237 I 25 899 fr, 106� � 9 �r 691a �M� 212 N in 73-1 rn o M 119 342 .� In N �. Figueroa St/Torrence Main St/Torrence Lanardo Dr/1-405 SB Avalon Blvd/1-405 S9 Avalon Blvd/1-405 NB Blvd Blvd n s L 209 Y N rn 36 n M L 59N= N Ni 993 558 J L 61 ( 77 �10 0�— �+ r„65 +=� 2 ,96 15 664 546 12 324 ��37-1 13 r l 184 $ I 282 gear f NM In �A N on Main 51/213th S1 Avalon Blvd/2131h St Figueroa St/Carson 51 Main St/Carson St Avalon Blvd/Carson St r0N � L33420 Nmrff >n M y L 47 ew raw slue*m L1!1 �-065 3D144 +-1 �-476 J L 39 18 I �— 414 r 123 19 �- 408L r 50516 201 �2 f 376 515J f oom I 459 I 126 imm68 wwov on 1-405 SB/Conon S1 1-405 NB/Carson Si �--- 1247 r 124 L_ J21/f 61 �773 +=—� -- M o 0 r N Figure 16: Future Plus Projects AM Peak Hour Intersection Turning Movement Volumes RESOLUTION NO. 19-068 (Exhibit A) Page 89 of 570 City of Carson Interim Development and Soundwall Impact Fee Figueroa SVI-405 50 Figueroa SI/1-405 NB Main S,/1-405 SB Maln 51/1-405 NO Flqueroo St/Del Amo Blvd a L 135 N m^ L 243 N'°i I4 L 137 I L 7g fifi L J fi --,24 r 93 J fi L —1213 207 r 207 ' fir 2 fi 655 3 1r 13 61) fir sa m m 46 n � c� I 169 ynj N In N ^ n N n Main St/Del Amo Blvd Stomps Dr/De, Amo Blvd Avalon Blvd/Del Amo Blvd Figueroa St/1-110 NO Main St/Lonardo Dr N Nm`r L108 0100 0 'o^ �� 178 JLX2562 JAL r736g � 13$ 1754 —� ,483'O343 +—\c4 1654 [ �n i0 n E 228 mo� MI 223n •- Figueroa St/Torrence Main St/Torrence Lenardo Dr/1-405 Avalon Blvd/1-405 SB Avalon Blvd/1-405 NO Blvd � n21g Blvd ai26 SB 182 �N L870 �-513 I �-- 44 `„ � 0�-0J49 r ,flD9 +=� 12!13i15639 42 72 —� 837 I 163 e�N 554 o► I M� Main St/2131h St Avalon Blvd/213th St Figueroa St/Canon S1 Main St/Carson SI Avalon Blvd/Carron S1 �n 4D'ginL1$8 m L 34 m. 59 N L 123�-0 +263—/--1 1557 r e r62 18 �— 475 ` 116 19 J i I �— 4D3235 r ` 50116 20 135 4r —� I 133 r 172 ���553 734an522 J rninb NMN 47 a�Nn NWS n0+ 74 meom10 1-405 SB/Carson St nan 5t 1-405 NB/Co+—=—J�1-1 �-115813521 130J1988 ^ Figure 17: Future Plus Projects PM Peak Hour Intersection Turning Movement Volumes Page 25 RESOLUTION NO. 19-068 (Exhibit A) Page 90 of 570 City of Carson Interim Development and Soundwall Impact Fee 9. Traffic Impacts 1. Project Methodology The traffic assessment for the traffic development impact on intersections will be analyzed in the context of the City of Carson and CA MUTCD policies and guidelines. The reference material used to evaluate the study area intersections included the following; • California Manual on Uniform Traffic Control Devices (CA-MUTCD), 2014 Edition, Rev 3_ • The Highway Capacity Manual (HCM), 2010 • City of Carson Traffic Impact Assessment Guidelines For this study, level of service (LOS) will be used to determine the operating conditions of each intersection. The criteria for LOS in this study are based on the intersection capacity utilization (ICU) methodology for signalized intersections. The ICU methodology compares the volume -to -capacity (vlc) ratios of conflicting turn movement at the intersection, sums these conflicting VIC ratios for each intersection approach, and determines the overall ICU. The resulting ICU is expressed in terms of LOS, where LOS A represents free-flow activity and LOS F represents overcapacity operation_ According to the City of Carson's Guidelines, LOS at an intersection or roadway is considered to be unsatisfactory when the ICU exceeds 0.90 (LOS D). The relationship of ICU to LOS is shown in Table 4. Table 4, Signalized Intersection LOS Criteria Level of Service (LOS) Intefsection Capacity Utilization (ICU) A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F > 1.00 Source: Transportation Research Circular No. 212, Interim Material on Highway Capacity. The HCM's (2010) methodology is used to determine the LOS at Unsignalized intersection. The relationship of delay to LOS is demonstrated in Table 5. Page 26 RESOLUTION NO. 19-068 (Exhibit A) Page 91 of 570 City of Carson Interim Development and Soundwall Impact Fee Table 5: Unsignalized Intersection LOS Criteria Level of Service (LOS) Unsignalized Intersection Delay (Seclveh) A 510 B > 10 and 515 C > 15 and15 25 D > 25 and 5 35 E > 35 and 5 50 F > 50 Source: Exhibit 19-1, Highway Capacity Manual, 2010 Traffic engineering software Synchro was used to conduct the study network analysis, 2. Level of Service The existing intersections' LOS for the study area is based on collected traffic counts. The primary measures of evaluation include level of service and delay. The study intersections' LOS was calculated using Synchro software which is based on the Highway Capacity Manual method for signalized and unsignalized intersections. The A.M. and P.M. peak hour LOS were calculated based on following conditions: • Existing conditions (201 B) • Existing conditions (2018) plus developments • Future conditions (2023) • Future conditions (2023) plus developments Table 6 summarizes the results of the existing weekday morning and evening peak hour VIC ratio and corresponding LOS at each intersection. Table 7 summarizes the results of the future (Year 2023) weekday morning and evening peak hour VIC ratio and corresponding LOS at each intersection. The detailed Synchro calculations report for existing and future conditions are attached as Appendix B. Page 27 RESOLU'T'ION NO. 19-068 (Exhibit A) Page 92 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Table 6: Existing Conditions Intersection Level of Service Page 28 RESOLUTION NO. 19-068 (Exhibit A) Page 93 of 570 Existing Existing + Project Peak VIC or Delay LOS VIC or Delay LOS ID Intersection Hour 5 5 Figueroa St and 1-405 SB On AM 0.5 A 0.5 A 1 Ramp 121 PM 7.8 A 8.4 A Figueroa St and 1-405 NB Off AM 0.50 A 0.50 A 2 Ram 1x1131 PM 0.64 B 0.64 B AM 0.55 A 0.59 A 3 S Main St and 1-405 SB On Ramp PM 0.82 D 0,86 D AM 0.55 A 0.59 A 4 S Main St and 1405 NB Off Ramp PM 0.82 D 0.86 D 5 Figueroa St and Del Amo Blvd AM 0.76 C 0.83 D PM 0.71 C 1.07 F AM 0.72 C 0.83 D 6 S Main St and E Del Amo Blvd PM 0.83 D 1.19 F 7 Stamps Dr and Del Amo Blvd 121 AM PM 0.50 0,59 A A S Avalon Blvd and E Del Amo AM 0.84 D 1.02 F 8 Blvd PM 0.89 D 1.11 F AM 0.71 C 0.76 C 9 Figueroa St and 1-110 NB Ramps PM 0.67 B 0.73 C 10 Main St and Lenardo D021 PM 0.47 0.59 A A AM 0.74 C 0.80 C 11 Figueroa St and W Torrance Blvd PM 0.72 C 0.81 D AM 0.57 A 0.65 B 12 S Main St and W Torrance Blvd PM 0.69 B 0.79 C 13 Lenardo Dr and 1-405 SB Ramps 121 AM PM 0.33 0.48 A A S Avalon Blvd and 1405 88 AM 0.55 A 0.66 B 14 Rams PM 0.51 A 0.73 C S Avalon Blvd and 1-405 NB AM 0.74 C 0.90 D 15 Rams PM 0.58 A 0.90 D AM 0.78 C 0.81 D 16 S Main St and E 213th St PM 0.77 C 0.86 D AM 0.66 B 0.74 C 17 S Avalon Blvd and E 213th St PM 0.75 C 0.85 D AM 0.68 B 0.69 B 18 Figueroa St and W Carson St PM 0.64 B 0.65 B AM 0.50 A 0.54 A 19 S Main St and W Carson St PM 0.62 B 0.67 B 20 S Avalon Blvd and E Carson St AM 0.75 C 0.86 D PM 0.84 D 0.98 E AM 0.57 A 0.68 B 21 1-405 SB Ramps and E Carson St PM 0.69 B 0.83 D 0.63 B 0.72 C 22 1-405 NB Ramps and E Carson StAM PM 0.59 A 0.66 B [1] TWSC: Two -Way Stop Controlled [21 Unsignalized [3] Mitigations at intersections under the jurisdiction of Caltrans will require further coordination and detailed design review with the relevant jurisdiction to determine the feasibility of the mitigation. Page 28 RESOLUTION NO. 19-068 (Exhibit A) Page 93 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Table 7: Future (Year 2023) Conditions Intersection Level of Service Page 29 RESOLUTION NO. 19-068 (Exhibit A) Page 94 of 570 Future Future + Project ID Intersection Peak Hour V/C or VIC or Dela s LOS Dela s LOS Figueroa St and 1-405 SB On AM 0.50 A 0.50 A 1 Ramp1�1 PM 9.5 A 10.4 B Figueroa St and 1-405 NB Off AM 0.51 A 0.51 A 2 Ram ['1133 PM 0.65 B 0.66 B S Main St and 1-405 SB On AM 0.56 A 0.61 B 3 Ramp PM 0.84 D 0.89 D S Main St and 1-405 NB Off AM 0.56 A 0.61 A 4 Ramp PM 0.84 D 0.89 D AM 0.78 C 0.85 D 5 Figueroa St and Del Amo Blvd PM 0.72 C 1.09 F AM 0.75 C 0.85 D 6 S Main St and E Del Amo Blvd PM 0.86 D 1.23 F 7 Stamps Dr and Del Amo Blvd 121 AM 0.51 0.74 A C S Avalon Blvd and E Del Amo AM 0.87 D 1.05 F 8 Blvd PM 0.91 E 1.14 F Figueroa St and 1-110 NB AM 0.72 C 0.78 C 9 Rams PM 0.69 B 0.75 C 10 Main St and Lenardo Drt21 AM 0.6 A Figueroa St and W Torrance AM 0.76 C 0.82 D 11 Blvd PM 0.73 C 0.83 D 12 S Main St and W Torrance Blvd AM PM 0.59 0.71 A C 0.66 0.80 B C Lenardo Dr and 1-405 SB AM 0.50 A 13 Ramps 121 PM 0.55 A S Avalon Blvd and 1-405 SB AM 0.58 A 0.69 B 14 Rams PM 0.52 A 0.74 C S Avalon Blvd and 1405 NB AM 0.76 C 0.90 D 15 Rams PM 0.60 A 0.90 D AM 0.80 C 0.84 D 16 S Main St and E 213th St PM 0.79 C 0.85 D AM 0.68 B 0.76 C 17 S Avalon Blvd and E 213th St PM 0.77 C 0.86 D AM 0.70 B 0.71 C 18 Figueroa St and W Carson St PM 0.66 B 0.67 B AM 0.52 A 0.56 A 19 S Main St and W Carson St PM 0.63 B 0.69 B AM 0.77 C 0.87 D 20 S Avalon Blvd and E Carson St PM 0.87 D 1.00 F 1-405 SB Ramps and E Carson AM 0.58 A 0.69 B 21 St PM 0.71 C 0.84 D 1-405 NB Ramps and E Carson AM 0.64 B 0.73 C 22 St PM 0.60 A 0.67 B 0] TWSC: Two -Way Stop Controlled [2] Unsignalized [31 Mitigations at intersections under the jurisdiction of Caltrans will require Further coordination and detailed design review with the relevant jurisdiction to determine the feasibility of the mitigation. Page 29 RESOLUTION NO. 19-068 (Exhibit A) Page 94 of 570 __LCity of Carson Interim Development and Soundwall Impact Fee 3. Significant Traffic Impact Criteria Under the City of Carson guidelines, an intersection would be significantly impacted with an increase in V/C ratio to or greater than 0.02 for intersections operating at LOS E or F after the addition of project traffic. Based on the established criteria shown in Table 8, if a project is found to cause a significant traffic impact on a subject study intersection, then feasible mitigation measures must be provided in order to reduce the expected traffic impacts. Table 8. Significant Traffic Impact Criteria Significant Transportation Impact (V/C Methodology) Level of Service Final VIC Ratio Project -Related Increase In VIC E or F > 0.9 equal to or greater than 0.02 All 22 intersections were analyzed on future plus project traffic volumes to determine the projected VIC ratios and LOS. As shown in Tables 6 and 7, 15 of the 22 of intersections are projected to operate at an acceptable level of service (LOS D or better) during both morning and evening peak hours. The detailed analysis tables are provided in Appendix B 4. Significant Impacted Intersections The following four (4) intersections are projected at poor level of service (LOS E or F) after full implementation of all new projects in the City of Carson- • Figueroa Street & Del Amo Boulevard (PM Peak Hour) • Main Street & Del Amo Boulevard (PM Peak Hour) Avalon Boulevard & Del Amo Boulevard (AM & PM Peak Hour) • Avalon Boulevard & Carson Street (PM Peak Hour) The following three (3) unsignalized intersections have to be converted to signalized intersections after full implementation of all new projects in the City of Carson. • Stamps Drive and Del Amo Boulevard (AM & PM Peak Hour) • Main Street and Lenardo Drive (AM & PM Peak Hour) • Lenardo Road and 1-405 Southbound Ramps (AM & PM Peak Hour) 10. Mitigation Calculation This section calculates the mitigation fee at seven (7) intersections described in the previous section. All mitigation geometries are based on future condition plus project analysis_ The mitigation measures include a set of physical improvements as well as a set of transportation demand management strategies that would likely reduce the LOS associated with the proposed projects. RESOLUTION NO. 19-068 (Exhibit A) Page 95 of 570 L Page 30 City of Carson Interim Development and Soundwall Impact Fee Intersection 5 — Figueroa Street & Del Amo Boulevard: The intersection of Figueroa St. and Del Amo Blvd. would be significantly impacted by additional vehicle trips associated with the new development project during the PM peak hour under the future year analysis. Following are the proposed physical mitigation for this intersection: • Conversion of the westbound thru lane to second left -turn lane • Conversion of the first westbound right -turn lane to thru/right lane • Addition of a second southbound left -turn lane • Traffic signal modification The improvements would require acquisition of right-of-way on the northwest of the intersection, removing the sidewalk and re -installing the curb and sidewalk. and re -striping the intersection. Intersection 6 — Main Street & Del Amo Boulevard: The intersection of Main St. and Del Amo Blvd. would be significantly impacted by additional vehicle trips associated with the new development project during the PM peak hour under the future year analysis. Fallowing are the proposed physical mitigation for this intersection'. • Addition of a second westbound left -turn lane • Addition of an eastbound right -turn lane • Conversion of the eastbound thrulright-turn lane to thru lane • Addition of a second northbound ieft-turn lane • Addition of an northbound right -turn lane • Conversion of the northbound thru/right-turn lane to thru lane • Conversion of the southbound thru/right-turn lane to thru lane • Addition of southbound thru/right-turn lane • Traffic signal modification The improvements would require purchasing right-of-way on northwest, northeast, and southwest of the intersection. The improvements would also require removing and re -installing of the existing median islands on the east and south approaches of the intersection, removing and re -installing the sidewalks on all 4 approaches of the intersection, and re -striping the intersection. Intersection 7 — Stamps Drive & Del Amo Boulevard: The unsignalized intersection of Stamps Dr. and Del Amo Blvd. would be significantly impacted by additional vehicle trips associated with the new development project during the AM and PM peak hours under the Future year analysis. Following are the proposed physical mitigation for this intersection: • Install traffic signal and required equipment • Addition of an eastbound dedicated left -turn lane The improvements would require removing and re -installing of the existing median islands on the west approach of the intersection. Intersection 8 -- South Avalon Boulevard & Del Amo Boulevard: The intersection of S. Avalon Blvd, and Del Amo Blvd. would be significantly impacted by additional vehicle trips associated with the new development project during the AM and PM peak hours under the future year analysis Following are the proposed physical mitigation for this intersection: • Addition of a second northbound left -tum lane • Addition of a second westbound left -turn lane Page 31 RESOLUTION NO. 19-068 (Exhibit A) Page 96 of 570 City of Carson Interim Development and Soundwall Impact Fee • Conversion of the westbound right -turn lane to thru/right lane • Conversion of the southbound thru/right-turn lane to a right -turn lane • Traffic signal modification The improvements would require removing the existing median islands on the south approach of the intersection, re -striping the south approach of the intersection. Intersection 10 — Main Street & Lenardo Drive: The unsignalized intersection of Main St_ and Lenardo Dr. would be significantly impacted by additional vehicle trips associated with the new development project during the AM and PM peak hours under the Future year analysis. Following are the proposed physical mitigation for this intersection: • Install traffic signal and required equipment • Addition of an northbound dedicated right -turn lane The improvements would require removing the existing median islands on the south approach of the intersection, re -striping the south approach of the intersection_ Intersection 13 — Lenardo Drive and 1-405 Southbound Ramps: The unsignalized intersection of Lenardo Dr_ and 1-105 SB ramps would be significantly impacted by additional vehicle trips associated with the new development project during the AM and PM peak hours under the Future year analysis. Following are the proposed physical mitigation for this intersection: • Traffic signal modification Intersection 20 — South Avalon Boulevard & Carson Street: The intersection of S. Avalon Blvd. and Carson St. would be significantly impacted by additional vehicle trips associated with the new development project during the PM peak hour under the future year analysis. Following are the proposed physical mitigation for this intersection: • Conversion of the first southbound thru lane to left -turn lane • Conversion of the second eastbound left -turn lane to thru lane • Conversion of the northbound thrulright-tum lane to right -tum lane • Traffic signal modification The improvements would require removing the existing median islands on the north approach of the intersection, re -striping the north approach of the intersection. Table 9 shows the level of service for the affected intersections after the implementation of proposed physical mitigations. Page 32 RESOLUTION NO. 19-068 (Exhibit A) Page 97 of 570 City of Carson Interim Development and Soundwall Impact Fee Table 9: Intersection Impact Analysis 11. Improvement Cost The estimated costs of improvements for each impacted intersection are shown in Table 10. Table 10; Intersection Mitigation Cost ID Peak Future Future+Project VIC Significant After mitigation ID Hour $54,000.00 Increase Impact? $30,000.00 Period Convert the first southbound thru lane to second left -turn lane $54,000.00 Figueroa St 5 VIC LOS VIC LOS VIC LOS $72,000.00 Remove sidewalk on southbound and eastbound approaches of AM 0.78 C 0.85 D 0.07 Yes 0.86 D 5 PM 0.72 C 1.09 F 0.37 Yes 0.90 D S Main St_ AM 0.75 C 0.85 D 0.10 Yes 0.75 C 6 PM 0.86 D 1.23 F 0.37 Yes 0.89 D AM 0.87 D 1.05 F 0.17 Yes 0.84 D 8 PM 0.91 E 1.14 F 0.23 Yes 0.90 D AM 0.77 C 0.87 D 0.10 Yes 0.76 C 20 PM 0.87 D 1.00 F 0.13 Yes 0.87 D 11. Improvement Cost The estimated costs of improvements for each impacted intersection are shown in Table 10. Table 10; Intersection Mitigation Cost ID Intersection Mitigation Cost Acquire ROW from the undeveloped parcel on the northwest of intersection to widening the north and west approaches. $700,000.00 Convert the first westbound thru lane to second westbound Left- turn lane. $54,000.00 Convert the westbound right lane to a to a thrulright-turn lane. $30,000.00 Convert the first southbound thru lane to second left -turn lane $54,000.00 Figueroa St 5 and Del Amo Blvd. Add dedicated southbound right -turn lane $72,000.00 Remove sidewalk on southbound and eastbound approaches of intersection, reinstall sidewalk, re -striping the north, west, and $60,000.00 east approaches Traffic signal modification $150,000.00 Total $1,120,000.00 S Main St_ Acquire ROW on northeast and northwest of intersection to accommodate westbound and southbound right -tum lanes. $700,000.00 e and E. Del Amo Blvd. Convert the first northbound thru lane to second northbound left- turn lane. $54,000.00 Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 98 of 570 City of Carson Interim Development and Soundwall Impact Fee Page 34 RESOLUTION NO. 19-058 (Exhibit A) Page 99 of 570 Add dedicated northbound right -tum lane, $120,000.00 Convert the northbound thru/right-turn lane to a thru lane. $30,000.00 Add dedicated eastbound right -lane. $72,000.00 Convert the eastbound thru/right-turn lane to thru lane. $30,000.00 Convert the first westbound thru lane to second westbound !_eft- turn lane. $54,000-00 Convert the southbound thru/right-tum lane to thru lane. $30,000.00 Add southbound thru/right-turn lane. $72,000.00 Remove and re -install medians on east and south approaches of intersection and re -install striping on all 4 approaches, remove and re -install the sidewalks on all 4 approaches $150,000.00 Traffic signal modification $150,000.00 Total $1,462,000.00 7 Stamps Dr_ and Del Amo Blvd. Add dedicated eastbound left -tum lane. $72,000.00 Remove and re -install median on eastbound approach of intersection. $32,000.00 Convert from unsignalized to signalized intersection. $250,000.00 Total $354,000.00 8 S Avalon Blvd and E. Del Amo Blvd. Acquire ROW onsouthwest and northwest of intersection to accommodate northbound and southbound additional lanes. $700,000.00 Convert the northbound thru lane to second northbound left -turn lane. $40,000.00 Remove medians on northbound approach of intersection and re- install median and new striping on southbound approach. $80,000.00 Convert the westbound thru lane to second westbound left -tum lane. $40,000.00 Convert the westbound right -turn lane to a to a thrulright-turn lane. $40,000.00 Traffic signal modification $150,000.00 Page 34 RESOLUTION NO. 19-058 (Exhibit A) Page 99 of 570 ICity of Carson Interim Development and Soundwall Impact Pee 12. Allocation of Costs As shown in Table 11, the allocation of intersection improvement costs by development type is based on the share of daily vehicle trips associated with each type of development. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 100 of 570 Total $11050,000.00 Add dedicated northbound right -turn lane. $72,000.00 10 Main St and Lenardo Dr. Remove and re -install median on eastbound approach of intersection. $32,000.00 Convert from unsignalized to signalized intersection. $250,000.00 Total $354,000.00 Lenardo Dr. Traffic signal modification $150,000.00 13 and 1405 SB On/Off Ramps Total $150,000.00 Convert #1 southbound thru lane to second dedicated left -turn lane. $40,000.00 Remove and re -install the medians on southbound approach of intersection, re -striping on north side of the intersection. $32,000.00 Convert the northbound thru/right-tum lane to right -turn lane $40,000.00 S Avalon 20 Blvd and E. Carson St Convert the second eastbound left -tum lane to thru lane $40,000.00 Traffic signal modification $150,000.00 Total $302,000.00 Total $4,792,000.00 Soil Remediation and Unknown Conditions Costs (10%) $ 479,200.00 Contingency Costs (15%) $ 718,800.00 Administrative 1 Procurement Costs (10%) $ 479,200.00 WON%— Grand Total $6,469,200 00 12. Allocation of Costs As shown in Table 11, the allocation of intersection improvement costs by development type is based on the share of daily vehicle trips associated with each type of development. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 100 of 570 City of Carson Interim Development and Soundwall Impact Fee Table 11: Allocation of Costs per Development type Development Type Dev Units Estimated Units Estimated Average Daily Traffic Share of New Trips Share of Cose Residential, Multi- Family DU 1,470 8,717 12% $793,985 Commercial KSF 810 20,393 29% $1,857,488 Office KSF 68.36 824 1% $75,030 Industrial/Business Park KSF 1,073.28 7,634 11% $695,339 Truck Yard Space 2,187 5,714 8% $520,405 Hotel Room 247 2,018 3% $183,803 Recreational KSF 599 25,130 35% $2,288,865 Dormitory Bed 300 596 1% $54,285 Total 71,026 100% $6,469,200.00 'New vehicle trips by development type as a percentage of total new vehicle trips; percentages based on data from Table 3 Share of improvement cost = total improvement cost from Table 10 x share of new trips 13. Projected Revenue Potential revenue from the development impact fees calculated in this section can be projected by applying each development cost share from Table 11 to forecasted future units as shown in Table 3. The results are shown in Table 12. Impact fees calculated in this section are based on the cost of providing intersection improvements that are needed to serve future development, generally, Assuming that development occurs and improvements are constructed as anticipated in this study; the revenue projected in Table 12 would approximately cover the share of improvement costs assigned to Page 36 RESOLUTION NO. 19-068 (Exhibit A) Page 101 of 570 City of Carson Interim Development and Soundwall Impact Fee impact fees in Table 10, provided that fees are adjusted periodically to keep pace with changes in construction costs. Costs and impact fees in this report are shown in current (2019) dollars. Once adopted, impact fees should be adjusted at least annually, to reflect changes in price levels. An appropriate index can be used to adjust facility cost estimates until the cost estimates and fee calculations are updated. Table 12: Projected Revenue -Intersection Traffic Fees Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 102 of 570 Share Development Type Devj Units of New Share of Costa Added Trips Trips per Unit Fee per Unit Tri s2, Residential, Multi- DU 12/0 u $793,985 5.93 $540.13 Family 8,717 Commercial KSF 29% $1,857,488 20,393 25.18 $2,293.19 Office KSF 1% $75,030 824 12.05 $1,097.57 Industriall/Business KSF 11% $695,339 7.11 $647.87 7 634 Truck Yard Space 8% $520,405 5,714 2.61 $ 237.95 Hotel Room 3% $183,803 2,018 8.17 $744.14 Recreational Ksf 35% $2,288,865 25,130 41.99 $3,824.34 Dormitory Bed 1% $54,285 596 1.99 $180.95 Total 100% $6,469,200.00 ' Units of development; DU = dwelling unit, KSF = 1,000 gross square feet of building area z New vehicle trips by development type as a percentage of total new vehicle trips; percentages based on data from Table 3 3 Share of improvement cost = total improvement cost from Table 10 x share of new trips Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 102 of 570 City of Carson Interim Development and Soundwall Impact Fee B- SOUNDWALL FEE ANALYSIS 14. Summary 1. Introduction This Fee Analysis develops an impact fee for the City of Carson to apply towards development projects. The process calculates the percentage of traffic from each development projects produce in the City. Based on the cost of various mitigations needed to better handle the increase in traffic a cost can be applied per trip produced by the different developments across the City. As a result the City can shift part of the cost on to the developers based on the projected amount of trips their project will create. Similarly, this section of the report will analyze the noise level impact certain projects will have on truck routes in the City that border residential neighborhoods. The noise levels are measured in decibels (dBA). Decibels are based on the logarithmic scale, the scale compresses the range of sound pressure to a range of numbers similar to the Richter scale used to measure earthquakes. The type of mitigation to be proposed will be soundwalls placed along truck routes which border the affected neighborhoods. The cost of the soundwalls will be distributed to the various projects contributing to the increase in noise levels along the truck routes. 2. Existing Conditions This report provides an analysis of the various projects in the City of Carson and the impact they have on traffic. Several projects involve the construction of various warehouses and retail centers which contribute to the increase in truck traffic. The City has several truck routes used for hauling and delivering goods throughout the area; see Figure 18. These truck routes are impacted by the increase in traffic and as a result, raise the noise level. In this fee analysis, the noise level of truck routes bordering residential neighborhoods was studied and used to determine the proposed location of soundwall barriers. Sections of roadways along Sepulveda Boulevard, Wilmington Avenue, Del Amo Boulevard, 223 Id Street, and Albertoni Street have been considered using their proximity to future development projects, as shown in Figure 19, and the existing decibel level data collected from The City of Carson's General Plan Chapter 7; See Table 14. Page 38 RESOLUTION NO. 19-068 (Exhibit A) Page 103 of 570 City of Carson Interim Development and Soundwall Impact Fee �E.ALONDRA BLVD O I = y I Truck Parking E VICTORIA ST= &,f �i ---- 1 Hour lem ' r 72 Hours Truck Routes - Parks Schools —E DEL-AMO"BL•VD- - T— i E CARSON -ST I E 223RD ST 33 � � Q E•SEPULVEDABLVD _ y 1 r > { # _ I =r_E•LOMITABCVp g City of Carson Existing Truck Routes and Parking Areas Figure 18: City of Carson Truck Routes Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 104 of 570 City of Carson Interim Development and Soundwall Impact Fee 45. Location As illustrated in Figure 19, 7 sections of truck routes were identified for the removal and replacement, or installation of a soundwall. These streets are listed below'. 1. Albertoni Street — Main Street to Central Avenue (3,000 feet) 2. Del Amo Boulevard — Main Street to 1-405 (4,000 feet) 3. Wilmington Avenue — University Avenue to Del Amo Boulevard (3,000 feet) 4. Wilmington Avenue — 213th Street to 300 feet N/O Carson Street (1,000 feet) 5. Wilmington Avenue — 300 feet S/0 Carson Street to 1405 (1,800 feet) 6 223`d Street — Figueroa Street to Avalon Boulevard (8,000 feet) 7. Sepulveda Boulevard — Main Street to Wilmington Avenue (8,000 feet) -FK-, , / n k IS OriTT. 4 Wr Cs .r !itv . i k t ra—k : W./ }1 " AVALON VILLAGE Qar o�L Figure 19; Sound Wall Locations RESOLUTION NO. 19-068 (Exhibit A) Page 105 of 570 Page 40 City of Carson Interim Development and Soundwall Impact Fee 16. Projects The Interim Development Impact Fee Analysis studies the impact on traffic and noise from development and determines the cost allocation which is distributed to the various developers. This report analyzes 23 different projects throughout the City. This section concentrates on the proposed placement of soundwalls and has determined the location of the soundwalls and the projects which contribute to the increase in traffic along the truck routes. As shown in Figure 20, a total of 10 projects have been identified which are contributing factors to the increase in noise levels along the truck routes requiring a soundwall. The projects are listed below in Table 13 with trip generation and land use data included: Table 13: Project Trip Generation Estimate Related Project Trip Generation Estimate Trip Generation (Passenger Car Equivalent) No. Project Land Use Quantity Unit AM PM Location Daily IN OUT TOTAL IN OUT TOTAL 2315 E 1 Dominguez Industrial 132 TS 378 48 19 66 20 37 57 Street 2149 E. 2 Sepulveda Industrial 800 TS 1,305 165 64 229 69 129 198 Boulevard 6 24700 Main Industrial 253 KSF 2,010 234 32 265 34 246 280 Street Commer 7 20400 Main 730 KSF 18,808 290 178 468 911 987 1,898 Street tial 8 20881S. Industrial 158.45 KSF 1,372 193 79 272 82 147 229 Main Street 18701S. 9 Wilmington Industrial 438.67 KSF 3,486 405 55 460 58 427 485 Avenue LA DWP 13 corridor in Industrial 580 TS 2,204 273 410 683 270 358 628 South Carson 22632S. 14 Alameda Industrial 18.36 KSF 221 28 4 32 5 25 30 Street 15 18530 Industrial 20.16 KSF 169 20 3 23 3 21 24 Broadway 18 20601S. Industrial 53 KSF 1,358 177 71 248 75 137 212 Main Street KSF = 1,000 gross square feet of building area, TS = Truck Space RESOLUTION NO. 19-068 (Exhibit A) Page 41 Page 106 of 570 City of Carson Interim Development and Soundwall Impact Fee 17. Future Conditions The City of Carson has 23 projects planned for the future which were studied in this report. It was determined that 10 of these projects have a direct impact on the increase of noise levels along the truck routes shown in Figure 20. These projects include the construction of commercial and industrial storage facilities, truck yards, and warehouses which will add a combined total of 31,311 daily trips to the roadway sections selected for the installation of soundwall. This increase in traffic added by the future developments will increase the amount and level of noise throughout the City. The installation of the soundwalls will help mitigate the noise pollution along the truck routes by decreasing the noise level. The height and location of the walls will be based on lowering the noise level as close to 67 decibels (dBA) per the 2013 Caltrans Technical Noise Supplement (TeNS)_ This report focused on areas of the City which have the highest levels of noise according the City of Carson's General Plan. The projects listed in Table 13 are illustrated below in Figure 20. e� AVALON VILLAGE s�t ................ Figure 20: Project Locations RESOLUTION NO. 19-068 (Exhibit A) Page 107 of 570 Page 42 City of Carson Interim Development and Soundwall Impact Fee 18. Methodology The process used for determining the development impact on noise levels along selected truck routes in the City of Carson utilizes the guidelines, data, and policies provided by the City of Carson's General Plan, Caltrans Standard Plans, Caltrans Contract Cost Data, the Caltrans Highway Design Manual, Caltrans Technical Noise Supplement (TeNS), and California Manual on Uniform Traffic Control Devices (CA MUTCD). Truck routes (as shown in Figure3) in the City were examined for proximity to the list of projects provided and whether or not roadway segments were adjacent to residential neighborhoods. After identifying the corridors which qualify as being affected by nearby development impacts, noise level data was evaluated to determine which areas exceeded the standard of 67 dBA. Once the areas of concern were identified, the corridors were evaluated for soundwall design considerations to reduce the noise level to below the standard. According to Chapter 7 of the City's General Plan, the existing noise levels at the residential locations decrease due to various sound barriers such as vegetation or trees, embankments, and fencing or property walls in place. These barriers can reduce the measured noise level by as much as 5-10 dBA, this study will use the minimum decrease in noise level of 5 dBA (See Table 14). These areas currently exceed the maximum noise level standard and will be further impacted by the projects listed in Table 13. Table 14: Selected Truck Routes Noise Levels Selected Truck Route Sections and Current Noise Levels Location (List From Existing Noise Existing Noise Level Associated Project Section 3) Level (minus 5 dBA) 9 —18701 S. Wilmington Avenue 74.4 dBA 69.4 dBA 1 Albertoni Street 15 --18530 Broadway 7 — 20400 Main Street 2 Del Amo 8 — 20881 S. Main Street 75.1 dBA 70.1 dBA Boulevard 18 — 20601 S. Main Street 1 — 2315 E. Dominguez Street 3. Wilmington 75.5 dBA 70.5 dBA Avenue 9 —18701 S. Wilmington Avenue 1 — 2315 E. Dominguez Street 4 Wilmington 79.5 dBA 74.5 dBA Avenue 14 — 22632 S. Alameda Street 1 — 2315 E. Dominguez Street 5 Wilmington 79.5 dBA 74.5 dBA Avenue 14 — 22632 S. Alameda Street RESOLUTION NO. 19-068 (Exhibit A) Page 43 Page 108 of 570 City of Carson Interim Development and Soundwall Impact Fee Selected Truck Route Sections and Current Noise Levels Location (List From Quantity 1 Existing Noise Existing Noise Level Total Cost per Linear Foot Associated Project Structural .33 Cubic Section 3) Level (minus 5 dBA) Concrete 13-LADWP $950.00 = $314 $494+20% 5 Feet 74.4 dBA 69.4 dBA 6- 223`" Street 14 - 22632 S. Alameda Street Contingency= $593 Rebar 7 Sepulveda 2 -- 2149 E Sepulveda Boulevard - $30 Soundwall 6 Feet $30.00 77.7 dBA 74.7 dBA Boulevard 6 - 24700 S. Main Street Structural .55 Cubic 19. Cost of Sound Wall All mitigations include the construction of a Soundwall and based upon existing and future conditions, The cost of the soundwall varies in height, length, materials, and installation costs. The cost estimates for the proposed sound walls were obtained from 2018 Caltrans Contract Cost Data and is presented below in Table 15. Table 15: Cost of Sound Wall Barrier per Linear Foot Height of wall Material Quantity 1 Unit Cost 2 Cost per Item 1x2 Total Cost per Linear Foot Structural .33 Cubic Concrete Yards $950.00 = $314 $494+20% 5 Feet Contingency= $593 Rebar 20 lb $1.50Construction - $30 Soundwall 6 Feet $30.00 = $150 Structural .55 Cubic Concrete Yards $950.00 =$523 $868+20% 10 Feet Construction Rebar 301b $1.50 = $45 Contingency= $1040 Soundwall 10 Feet $30.00 = $300 The height of each soundwall was based on the potential reduction in noise level per the Caltrans Technical Noise Supplement. The installation of a 6 foot soundwall will reduce the noise level by 5 dBA and the installation of a 10 foot soundwall will reduce the noise level by 7 dBA. Each wall was selected according to the number of decibels needed to reduce each roadway section to below or close to the standard noise level of 67 dBA. 1. Albertoni Street - Portions from Main Street to Central Avenue (3,000 feet). This segment borders a residential neighborhood on the south side of the truck route for a length of 3,000 feet. RESOLUTION NO. 19-068 (Exhibit A) Page 44 Page 109 of 570 ICity of Carson Interim Development and Soundwall Impact Fee The corridor has an existing noise level of 69.4 dBA, the installation of a 6 foot soundwall will decrease the noise level to 64.4 dBA. 2. Del Amo Boulevard — Main Street to 1405 (4,000 feet). This segment borders a residential neighborhood on the north and south side of the truck route for a length of 4,000 feet. The selected corridor has an existing decibel noise level of 70.1 dBA, the installation of a 6 foot soundwall will decrease the noise level to 66.1 dBA. 3. Wilmington Avenue — University Avenue to Del Amo Boulevard (3,000 feet). This length of Wilmington Avenue borders a residential neighborhood on the west side of the truck route for a length of 3,000 feet. This segment has an existing noise level of 70.5 dBA, the installation of a 6 foot soundwall will decrease the noise level to 65.5dBA. 4. Wilmington Avenue — 213'h Street to 300 feet NIO Carson Street (1,000 feet). This segment borders a residential neighborhood on the west side of the truck route for a length of 1,000 feet. The selected street has an existing decibel noise level of 74.5 dBA, the installation of a 10 foot soundwall will decrease the noise level to 67.5 dBA. 5. Wilmington Avenue — 300 feet SIO Carson Street to 1-405 (1,800 feet). This segment borders a residential neighborhood on the west side of the truck route for a length of 1,800 feet. The selected roadway has an existing decibel noise level of 74.5 dBA, the installation of a 10 foot soundwall will decrease the noise level to 67.5 dBA. 6. 223rd Street — Portions from Figueroa Street to Avalon Boulevard (8,000 feet). This segment borders a residential neighborhood on the north and south side of the truck route for a length of 8,000 feet. The selected route has an existing noise level of 69.4 dBA, the installation of a 6 foot soundwall will decrease the noise level to 64.4 dBA. 7. Sepulveda Boulevard — Main Street to Wilmington Avenue (8,000 feet). This portion of Sepulveda Boulevard borders a residential neighborhood on the north and south side of the truck route for a length or 8,000 feet. The study corridor has an existing noise level of 74.7 dBA, the installation of a 10 foot soundwall will decrease the noise level to 67.7 dBA. RESOLUTION NO. 19-068 (Exhibit A) Page 45 Page 110 of 570 City of Carson Interim Development and Soundwall Impact Fee 20. Improvement Cost: The cost estimate of improvements for each impacted truck route is shown in Table 16. Table 16: Truck Route Mitigation Cost Total Cost of Improvements for Impacted Truck Routes �, Impacted Truck Routes Proposed Height of Sound Wall Length of Sound Wall Unit Cost of Sound Wall per Linear Foot Total Cost 1. Albertoni St_ 6 Feet 3,000 Feet $593 $1,779,000 2. Del Amo Blvd. 6 Feet 4,000 Feet $593 $2,372,000 3, Wilmington Ave. 6 Feet 4,000 Feet $593 $2,372,000 4. Wilmington Ave. 10 Feet 1,000 Feet $1,040 $1,040,000 5. Wilmington Ave. 10 Feet 1,800 Feet $1,040 $1,872,000 6. 223`' St- 6 Feet 8,000 Feet $593 $4,744,000 7. Sepulveda Blvd, 10 Feet 8,000 Feet $1,040 $8,320,000 Total = $22,499,000 The total cost of $22,499,000 shown in Table 16 is distributed to each associated project by dividing the total cost by the number of daily trips produced by each project per square feet of building space or per truck space. Based on each projects percentage of the trips contributed will determine the cost allocation to each individual development as shown in Table 17. RESOLUTION NO. 19-068 (Exhibit A) Page 46 Page 111 of 570 City of Carson Interim Development and Soundwall Impact Fee Table 17: Allocation of Costs per Development Allocation of Costs Cost Impacted Associated Total Trips/ °% Share of Total Cost of Per Cost TruRuck Projects KSF or TSI'I Improvements Improvements SF or Allocation TS 9-18701 S. Wilmington 3,486/438.66KSF 95% $3.85 $1,690,050 1. Albertoni St Ave. $1,779,000 15-18530 169/ 5% $4.41 $88,950 Broadway20.16 KSF — 7-20400 Main St. 18,8081730 KSF 87% $2.83 $2,063,640 8-20881S. 1,372/158.45 2 Del Amo Blvd Main St. KSF 7% $2,372,000 $1.05 $166,040 18-20601 S. 1,358/53 KSF Main St 6% $2.69 $142,320 1 — 2315 E. Dominquez 378/ 10% $1,797 $237,200 3. St. 132 TS Wilmington $2,372,000 9-18701 S. Ave. Wilmington 3,486/ 438.66 u 90% $4.87 $2,134,800 Ave. KSF 1 — 2315 E. 4 Dominguez 3781 63% $4,964 $655,200 Wilmington St. 132 TS $1,040,000 Ave 14-22632S. 221/ 37% $20.96 $384,800 I Alameda St. 18.36 KSF 1-2315 E. _ Dominguez 3781 63/o 0 $8,935 $1,179,360 Wilmington St. 132 TS $1,872,000 Ave. 14-22632S. 221/ 37% $37.73 $692,640 Alameda St. 18.36 KSF 6. 223d St. 13 — LA DWP i 2,2 41 580TS 91% $4,744,000 $7,443 $4,317,040 6. 223 St. 14-22632S. 221/ 18.36 9% $4,744,000 $23.25 $426,960 Alameda St. KSF RESOLUTION NO. 19-068 (Exhibit A) Page 47 Page 112 of 570 City of Carson Interim Development and Soundwall Impact Fee Allocation of Costs Cost Impacted Associated Total Trips/ % Share of Total Cost of Per Cost Projects KSF or TS{'] Improvements Improvements SF or Allocation Routes T5 2-2149 E. 7 Sepulveda 80000 T TS 39% $4056 $3,244,800 Sepulveda Blvd. $8,320,000 6-24700 2,010/253 KSF 61% $20 1 $5,075,200 Blvd. Main St. Total = ' KSF = 1,000 gross square feet of building area, TS = Truck Space 21. Projected Revenue Revenue from the development impact fees concerning the installation of sound wall barriers to mitigate noise levels can be found in Total Cost Allocation in Table 17. Assuming that development occurs and the sound wall barriers are constructed the revenue projected in Table 17 would approximately cover the share of improvement costs. Costs and impact fees in this report are shown in current (2019) dollars. Once adopted, impact fees should be adjusted at least annually, to reflect changes in price levels. RESOLUTION NO. 19-068 (Exhibit A) Page 48 Page 113 of 570 City of Carson Interim Development and Soundwall Impact Fee Appendix A: Intersection Turning Movements RESOLUTION NO. 19-068 (Exhibit A) Page 114 of 570 Cale 11/160016 DayWednesday — A E Carson St AM NOON PM 1 r7a F-1 1864 ITM Peak Hour Summary start Prepared by: NDS National Data & Surveying Services SR 405 NB Ramps and B Carson St Carson 18.00AM Peak Hour Summary NONE Southbound ` •• •. Project16.5771-027 Lanes 1 CL 4xg EAM EI A 8.5 8.5 l6 xi El � 331 OAM City' Carson rc m rP x NOON 6 El 0 0 ED 8 NOON AM peek Hour TOB AM 0 v PM 398 ooa B 38 614 PM a NOON Peak Hour PM peak Hour 445 PM 1 e3 El 117 Mt 2 866 F 71 9x7 y OEl 39 35 Lama AM NOON PM C.r r.' start End AM 7 OB AM 18.00AM NOON NONE NONE PM 408 PM 700 PM Total Ins & Outs 488 3S7 AM O O NOON 442 611 Pu AM NOON PM 1171 a 18N 777 a ion Signalized 4 #1 t e AM I 88 �7 = El AM NOON ED =NOON PM 88 36 20 FM 1 PM 4 1.5 &S Lanes AM NOON PM+ T47 �0 848 2 El E i Sao 1-1 9a5 AM NOON PM Total Volume Per Leg AM NOON PM ZIT -02154 787 AM o NOON 956 Pu ft AM NOON PM AM 16 AM 33 NOON o o NOON Cr PM H 76 PM 141 RESOLUTION NO. 19-068 (Exhibit A) Page 115 of 570 IBBi� AM NOON PM Date: 1111SQ016 Day Wednesday A E Carson St AM MOON PM i128 F I 8B4 ITM Peak Hour Summary start Prepared by: Nwo National Data & Surveying Services SR 405 SB Ramps and E Canon St, Carson 1000AM NOON Peak Hour8ummary NONE PM SouthboundApproach 7:90 PM Project # 16.5771026 20 Lar -n 1 AM a 4 9 El E AM City Carson a m a NOON 0 o 0 0 0 o 0 NOON a AM Peak Hour 700 AM e H PM El [ �0 42 PM NOON Peek Hour PM Peak Hour 445 PM 104 1 -1 77 � 16 Mt 2BB7 I 1019 m* 1 607 �0 792 Z Lanes AM NOON PM cw F. start End AM 7,00AM 1000AM NOON NONE NONE PM 4.00 PM 7:90 PM Total Ins & Outs ll N42 AM NOON PM AM NOON PM 1129 0 9"t 1136 1191 0 1817'718 � AM AM 716 310 NOON 0 0 PM 887 6/ - a '• Slgnailzed 4 1 I0 10 0 716 81 Fs 211 I AM NOON= = .,r=8,.. NOON PM 8d7 20 F 71 62 PM AM 1 6 1 Jura 2310 1 0 RESOLUTION NO. 19-068 (Exhibit A) Page 116 of 570 AM to -al NOON = PM Lama 21 0 10 0 ED 949 107 a 195 1 778 1099 AM NOON PM Total Volume Per Leg 44 AM 0 NOON 49 PM #i71 0 27131 AM NOON PM AM 1029 NOON 0 PM --� J Date 11/188016 Day Wednesday A E Carson St AM NOON PM ITM Peak Hour Summary Prepared by: Nra National Cate k Surveying Services S Avalon Blvd and E Carson St. Carson Start End Peak Hour Summary Southbound 1000AM Approach Projec111 6.5771-025 ■^+■ 7 } AM EEI 7 728 1 133 833 AM Cdy' Canon C NOON 482 I PM NOON AM Peak Hour 715 AM a W PM 87 778 EHI i016 PM NOON Peak Hour PM Peak Hour 500 PM #1 It 4 4 #.d4 F 1 —62,11<= 29 a • 2 1u F1661=0 • 2 466 818 0 86 E 71 Z Lane, AM NOON PM Caaer..— Start End AM 7.00 AM 1000AM NOON NONE NONE PM 4,00 PM 700 PM a'• Signalkied v+1 NOON = t e AM 1175 BO 723 600 AM NOON= 1096 __�0.. F-0-1 NOON PM 1225 T6 760 482 I PM 9 y o- Drys Total Ins & Outs NOON = PM Lance 100 0 , • 316 AM 364 2 33 = 7&0 1096 NOON016 1309 ; AM NOON PM 797 0 637 984 4 CO 1G 6 13M AM NOON PM AM 1178 1203 OON 0 g PM 1226 1807 AM * a] NOON = PM Lance 100 0 , • 316 =0 364 2 391 = 379 2 1096 1309 ; AM NOON PM Total Volume Per Leg NOON PM 1360 RESOLUTION NO. 19-058 (Exhibit A) Page 117 of 570 AM NOON ° PM AM 189t I e 12139 ITM Peak Hour Summary Prepared by, NDS Nadonsl Data & Surveying Services Finueroa St and W Carson St. Carson Peak Hour Summary Date. 1 111680 1 6 Day Wednesday H End AM 7.00 AM 1090AM Lars 0 AM 707 7 768 2 PM A. m P PM 88B EE EE 400 PM LL PY 188 470 88 W Carson St I y AM NOON Fl-o7.,] F --1 PM 787 1 147 � 128 J Slpnallxed 2 722 E 83e w* 1 477 E:1 4se Lanes AM NOON PM C— re— start End AM 7.00 AM 1090AM NOON NONE NONE PM 4 00 PM 7,00 PM Total Ins & Outs tit 703 .-I AM NOON PM AM 676 699 NOON D 0 PM 914 eii! 4 '-leap ity 16.5771-023 Carson e 703 AM 342 614 NOON AM Peak Hour 715 AM F-0-1 NOON Peak Hour PM 88B 489 PM PM Peak Hour 400 PM 4 1 t e AM 1 636 342 614 143 AM NOON .�.-� EJ F-0-1 FQ-� NOON PM 88B 226 34D 116 PM 2 2 3 Lma AM NOON PM Lana 48 10 33 0 *=ED [E 79] 2 3T El ED 1 => a 1 742 AM NOON PM Total Volume Per Leg RESOLUTION NO. 19-068 (Exhibit A) Page 118 of 570 �l Dale 1111612016 Day Wednesday I1 ITM Peak Hour Summary Prepared by: NDS National Data & Surveying Services 5 Avalon Blvd and SR 405 WB Ramps, Carson Peak Hour Summery L wi 1 0 i AM 221 751 m C y NOONEl 70 1 d h PM 607 122° =0 SR 408 WS Ramps I y AM NOW PM 642 Fu I Fs]<= 1�4�I J Signalized °000. Lanes AM NOON PM c P.m sun End AM 7.00AM 1000AM NOON NONE NONE PM 4 00 PM 7-00 PM Total Ins 8r Outs 1001 171E AM 0 0 NOON 1727 1710 PM AM 571 1 149E NOON ° 0 PM 1711 128 Project 0 16-5771-018 City carson 1718 AM IBJ NOON AM Peak Hour 730 AM IBJ NOON Peak Hour 1310 PM PM Peak Hour 430 PM 4 AM NOON PM Lanes 537 =1 353 1 r� O El r 0 1-5 c'0 1111 AM NOON PM Total Volume Per Leg RESOLUTION NO. 19-068 (Exhibit A) Page 119 of 570 I t e AM 671 1,9 1178 AM LOON = = NOON PM 1311 372 827 PM 2 2 0 eves c'0 1111 AM NOON PM Total Volume Per Leg RESOLUTION NO. 19-068 (Exhibit A) Page 119 of 570 Date 1111612016 Day W000nvada% A SR 405 EB Ramps AM NOON PM TTM Peak Hour Summary Prepared h7: NTS National Data & Surveying Smites S Avalon Bivd and SR 405 ES Ramps. Carson 1 CnirPeak Aourftmmary thhnnnri Annrn�rh protect 0: 16.5771418 LA ^ 1 2 9 City Carson AM 241 674 F 1158 AM m c NOON 1......� NOON AM Peak Hour 715 AM a 14��...... y NOON Peak Hour F I F3&,)1,#-3 • 2 +#a � 170 Id • Z 3 4 127 1 ld7 � 283 Lanett AM NOON PM c— ft— start End AM 7110 AM 1000AM NOON NONE NONE PM 4 Do PM 7,00PM Total Ins S Outs 913 14H AM c a NOON 1307 1309 PM AM NOON PM AM 1127 1126 NOON PM 1190 1]27 PM 790 1a2T =0 1309 PM PM Peak Hour 445 PM AM NOON PM Lanes *M = 0 • ADD 0 0 . 510ntllied l 0 0 • 2x] RESOLUTION NO. 19-068 (Exhibit A) Page 120 of 570 123 E APM AM NOON AM 1 1127 �0 1o03 120 AM NOON F —ol = Nom PM 1190 E 1179 165 PM 1 3 0 Lena Northbound Approach Total Volume Per Leg AM U NOON '2616 PM 0 0 0 ]16 AM NOON PM 1137 F p 1i3 tt S13 40ON PM L AM NOON PM AM 2232 NOON PM 2517 RESOLUTION NO. 19-068 (Exhibit A) Page 120 of 570 ITM Peak Hour Summary Prepared by: NVS National Data & Surveying Services S Main St and W Torrance Blvd, Carson Burt End Peak Hour Summary 7 00 AM Date: 11/1&7016 ,sa NONE sApproach Project p 16.5771016 Day Wei_ i AM x60 2 468 i 12 a PM A73 AM city Carson N S C _"I iNOON 0 0 0 0 NOON AM Peak Hour 730 AM uJ NOON Peak Hour PM F2921 766 48 T48 PM PM Peak Hour 500 PM W Torrance Blvd 41 I 4 F694 NOON PM I 4 I 810 • 0.6 Iso a 2a6 m El El ED m* � O.5 x3 4 TO ' 1 2x5 a 498 Lanes AM NOON PM r. r«— Burt End AM 7 00 AM IO p0 AM NOON NONE NONE PM 400 PM 7DOPM Total Ins & Outs 720 $13 1 AM 0 0 NOO 1082 1 746 eu AM 883 tN16 NOON 0 0 PM 1284 720 Signalized AM Z 35 I I e AM 883 368 ba8 F9 AM tis oaoNOON a 124 PM 1xW 27b 438 1 a PM 2 2 C _"I AM Z 35 NOON PM Lanes • 4= 76 EJ a i io Eo it 6 ==>E] a 124 AM NOON PM Total Volume Per Leg AM NOON 1 NOON �PM 1 1162 0 1483 RESOLUTION NO. 19-068 (Exhibit A) Page 121 of 570 AM NOON PM 1b8] AM O moo. 1838 PM 1644 0 1884 164 1 0 J 203 ITM Peak Hour Summary Prepared h1: Nva National Data & Sur.elrinq Sewkm S Avalon Blvd and E Del Amo Blvd. Carson AM NDON PM 1287 a FII17214= 1 261 M�� r 202 2 537 M 902 1 82 1 238 Irnn AM NOON PM C�►o Burt Peak Hour Summary Dale 11116r2o16 # # • • Approach Day- Wednesday mAM211 O 1 585 2 185 1241 w C ° yNDON 0 oao 0 0 o NOON; a Q H PM 258 981 335 1280 PM 1 L AM NOON PM AM E Del Amo Blvd NOON a AM NDON PM 1287 a FII17214= 1 261 M�� r 202 2 537 M 902 1 82 1 238 Irnn AM NOON PM C�►o Burt End AM 7:00 AM 10.00 AM NOON NONE NONE PM 40OPM 700PM Total Ins & Outs 991 '1241' 1 AM 0 0 -il NOON 1475 1 1280 au AM NOON PM AM 127i OON 0 9 PM 1399 1317 -w Signalized 4 1 t e Ail 1 921 288 982 I 134 I AM NOONo 0 o =NOON PM F1369 1 7111P' 978 20] PM 0 2412 i a 1 L :s 1&5771.010 Canon AM Peak Hour 730 AM NOON Peak Hour PM Peak Hour 430 PM AM NOON PM 1-rp 9e uz 1 25z 1 818 D 1410 AM NOON PM Total Volume Per Leg 2202 AM 0 NOON 2755 PM ]ON PM 7111P' 0 2412 111149072469 = AM NOON PM AM 2092 NOON a PM _ 25" RESOLUTION NO. 19-068 [Exhibit A) Page 122 of 570 iTM Peak Hour Summary Pn*ared by: NDS National Data S SurwWing Services S Main St and SR 405 WB Off Ramp, Carson Peak Hour Summary Date 11116Q016 •A . SR 405 We Off Ramp It to AM NOON PM Ful? FO I F203]4= °00ED"'T 0 EJ F —11-1 ElM* 0 EE EJ El ml* lana AM NOON PM cn.a►nw 10.1 IRS e e • . Projeo0 18.5771004 Day- Wednesday_ l"a 0'6 1'S 0 AM 0] 845 078 AM City- Canon h PM 4 00 PM 7:00 PM C f NOON �0 a ° I NOON AM Peak Hour 730 AM ill r 602 NOON Peek Hour PM FID 1217 F I 078 PM PM Peak Hour 445 PM SR 405 We Off Ramp It to AM NOON PM Ful? FO I F203]4= °00ED"'T 0 EJ F —11-1 ElM* 0 EE EJ El ml* lana AM NOON PM cn.a►nw start End AM 700AM 1000AM NOON NONE NONE PM 4 00 PM 7:00 PM Total Ins & Outs 728 339 AM 0 0 NOON 1278 1 8136 PM AM M B7f NOON 0 0 PM 1276 68 Signalized AMNOON PM Lan 108 ElED 0 ]76 E 116 2 El El El a RESOLUTION NO. 19-068 (Exhibit A) Page 123 of 570 AM 1401 NOON 0 PM 1002 =CIDE] I AM NOON PM AM 72z 660 a AM NOON F0--1 F-0-1 NOON PM r 602 PM 1 1 0 4+moi Northbound Approach Total Volume Per Leg AM NOON PM AM NOON PM0 7!�, #f] RESOLUTION NO. 19-068 (Exhibit A) Page 123 of 570 AM 1401 NOON 0 PM 1002 ITM Peak Hour Summary Prepared by: NrDS National Geta 6 Surveying Serrk es AM NOON PM D Fa I E<= 1 28 =00 o.9 833 y 0.6 11 46 LBnn AM NOON PM caw poroma S Main St and SR 405 EB On Ramp, Carson End AM Peak Hour,Summa Data 1111W016 e i ;und Approach Drujuet 0 16-5771-003 Day Wednesday « ° .2 1 AM ED 884 68 671 r.ty Canon N C g NOW �0 NOON AM Peak Hour 715 AM Aai i19 PM NOON Peak Hour 0 PM 1087 228 612 PM PM Peak Hour 445 PM to SR 405 EB On Ramp It AM NOON PM D Fa I E<= 1 28 =00 o.9 833 y 0.6 11 46 LBnn AM NOON PM caw poroma sun End AM 706 AM 1000AM NOON NONE NONE PM 4.00 PM 7,00PM Total Ins & Outs Slgnallzed 4 1 t e 676 E 816 ll AN NOON AM NOON PM F-0-1 F-0-1 NOON PM 1112 696 i19 PM 0 1.6 0.1 LAMS AM NOON PM lnnn r� E o 240 1:1 977 AM NOON PM Total Volume Per Leg AM NOON PM 2 psu—p* 9 AM NOON PM 762 1 0 1292 676703 a 1112 671 6 612 ft 0 714 AM NOON PM $10 9 9n AM NOON PM AM NOON PM 0696 AM NOON,_ PM Im j AM NOON PM 240 0 977163 a 1904 AM NOON PM 1379 0 ' 11129 RESOLUTION NO. 19-068 (Exhibit A) Page 124 of 570 City of Carson Interim Development and Soundwall Impact Fee Appendix B: Level of Service RESOLUTION NO. 19-068 (Exhibit A) Page 125 of 570 City of Carson Interim Development and Soundwall Impact Fee Existing without Development RESOLUTION NO. 19-068 (Exhibit A) Page 126 of 570 Lanes, Volumes, Timings 1: S Fi ueroa St & 1-405 SB Rams 113/2019 'r 4- t 1 bane Groin WBL WBR Nf3T WNSTLB SBT Lane Configurations 111�1 I Tr Volume (vph) 0 0 840 63 83 862 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util, Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.990 Flt Protected 0.950 Satd. Flow (prot) 0 0 3504 0 1770 3539 Flt Permitted 0.950 Said. Flow (perm) 0 0 3504 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 913 68 90 937 Shared Lane Traffic (�) Lane Group Flow (vph) 0 0 981 0 90 937 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Yield Free Free Intersection Summary Area Type; Other Control Type, Unsignalized Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min)15 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 127 of 570 Synchro 8 Report Page 1 Lanes, Volumes, Timings 2: S Figueroa St & 1-405 NB Ramps * 113/2019 i- k I — --WB--L R W NBR' SBL —SBT - - ---- Lane .. Lane Configurations r tt tt Volume (vph) 197 292 900 0 0 693 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane U61. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Spee `(mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 317 978 0 0 753 Shared Lane Traffic (%) Lane Group Flow (vph) 214 317 978 0 0 753 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free jntersection Summa Area Type: Other Control Type; Unsignalized Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min)15 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 128 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Rams 1833 0 0.950 0 0 1770 1833 0 0.92 1/312019 Yes 96 11 0 96 40 0 0.92 607 0.92 0 10.3 0 Wne.Group - - EBL EBT. EBR 104 U- BR_. IVBL NBT-- _ NBR S61- W 50 Lane Configurations Right 1� 12 Left 0 0 12 ++ 1.00 Volume (vph) 26 96 11 0 0 0 0 648 56 88 667 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0.0 0 0 0.0 0 0 0 250 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt Flt Protected Said. Flow (prof) Flt Permitted Said. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (9b) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offsel(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posifion(ft) Detector 1 Size(fl) Detector 1 Type Detector i Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase 0.984 0.950 1770 1833 0 0.950 0 0 1770 1833 0 0.92 40 Yes 96 11 0 96 40 0 0.92 607 0.92 0 10.3 0 0.92 0.92 0.92 28 104 12 28 116 0 No No No Left Left Right 1 12 Left 0 20 12 1.00 1.00 1.00 15 0 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0 0 0 0 0 0 4.4 Yes 0.92 40 0.92 96 169 0 96 2.9 0 0.92 0.92 0.92 0 0 0 0 0 0 No No No Left Left Right 1.00 12 1.00 15 0 9 1 12 0.988 0 3497 0 3497 17 45 2341 35.5 0.92 0.92 0 704 0 No Left 1.00 1.00 1.00 1.00 15 9 15 0.950 0 1770 3539 0 0.950 0 1770 3539 0 Yes Yes 0.92 61 765 0 No No Left Right 12 0 12 1.00 1.00 9 2 Thru 100 0 0 6 CI+Ex 0.0 0.0 0.0 94 6 CI+Ex 0.0 0.0 0.0 Prot NA NA Prot NA 4 2 1 6 4 4 4 2 1 6 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 129 of 570 Synchro 8 Report Page 3 45 290 4.4 0.92 0.92 0.92 96 725 0 96 725 0 No No No Left Left Right 12 0 12 1.00 1.00 1.00 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 0.0 0.0 Prot NA NA Prot NA 4 2 1 6 4 4 4 2 1 6 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 129 of 570 Synchro 8 Report Page 3 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/3/2019 t --p. -V '� *--4t 4/E13 Lane 6roup EBL T EBR Wk BT WGIR -WB--L- N8T 1 WB -R- WL SBT„ 5B Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 21.0 21.0 22.0 12.0 34.0 Total Split (%) 38.2% 38.2% 40.0% 21.8% 61.8% Maximum Green (s) 16.0 16.0 17.0 7.0 29.0 Yellow Time (s) 4.0 4.0 4A 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.2 8.2 27.6 6.7 35.0 Actuated g/C Ratio 0.16 0.16 0.55 0.13 0.70 vlc Ratio 0.10 0.38 0.40 0.41 0.29 Control Delay 17.0 19.9 10.8 25.1 4.6 Queue Delay 0.0 0.0 0.0 0.0 0.1 Total Delay 17.0 19.9 10.8 25.1 4.7 LOS B B B C A Approach Delay 19.3 10.8 7.1 Approach LOS B B A In -te'ris e c-9 on Summa Area Type: Other Cycle Length: 55 Actuated Cycle Length: 50.1 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.41 Intersection Signal Delay: 9.8 Intersection LOS- A Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min)15 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 130 of 570 Synchro 8 Report Page 4 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps EBT IBR WBL WIT Y BL .} NBT 1/312019 --1' --v 1r *-- *-- -4\ I_ i ane cu EBT IBR WBL WIT Y BL .} NBT -WB-R- S6 5B Lane Configurations *T T* I tt Volume (vph) 0 0 0 77 377 190 29 653 0 0 648 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Fd 0.956 0.983 Flt Protected 0.994 0.950 Satd. Flow (prot) 0 0 0 0 3363 0 1770 3539 0 0 3479 0 Flt Permitted 0.994 0.316 Said. Flow (perm) 0 0 0 0 3363 0 589 3539 0 0 3479 0 Right Turn on Iced Yes Yes Yes Yes Said. Flow (RTOR) 118 38 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 84 410 207 32 710 0 0 704 90 Shared Lane Traffic Lane Group Flow (vph) 0 0 0 0 701 0 32 710 0 0 794 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Leff Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 OA 0.0 0.0 0.0 Detector 2 Posi#ion(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 131 of 570 Synchro 8 Report Page 5 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 P-n'eGroup EBL EBTB-R WBL WBT WBR NK TBT NBR SBL SBT MR Total Split (s) 21.0 21.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 30 3.0 30 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 12.9 19.1 19.1 19.1 Actuated g1C Ratio 0.31 0.45 0.45 0.45 vlc Ratio 0.63 0.12 0.44 0.50 Control Delay 12.9 9.3 9.5 9.6 Queue Delay 0.0 00 0.0 0.0 Total Delay 12.9 9.3 9.5 9.6 LOS Approach Delay Approach LOS niersecton Summa B A A A 12.9 9.5 9.6 B A A Area Type, Other Cycle Length: 45 Actuated Cycle Length: 42.1 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum v1c Ratio: 0.63 Intersection Signal Delay: 10.6 Intersection LOS: B Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min)15 and Phases: 4: S Main St & 1405 NB Ram Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 132 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5: S Figueroa St & W Dei Amo Blvd 113/2019 bane Grou EBL EBT EBR WBL W8T � IBL NBT NBR S8 "BB St3 Lane Configurations ) +0 tt if I ++ ++ r Volume (vph) 146 381 98 145 914 160 196 721 324 42 378 437 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (11) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.969 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Sald. Flow (prol) 1770 4928 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 1770 4928 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 74 232 352 300 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 135 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 Adj. Flow (vph) 159 414 107 158 993 174 213 784 352 46 411 475 Shared Lane Traffic (%) Lane Group Flow (vph) 159 521 0 158 993 174 213 784 352 46 411 475 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 9/512018 Existing without Project Synchs 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 133 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Dei Amo Blvd 113/2019 -), j- .- t 4\ t �` �► Lane Grow 'EBL EBT EBR � B'L WBR_" __N8 NBT ME S BT S Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 Total Split (s) 13.0 23.0 19.0 29.0 29.0 16.0 29.0 29.0 9.0 22.0 22.0 Total Split (%) 16.3% 28.8% 23.8% 36.3% 36.3% 20.0% 36.3% 36.3% 11.3% 27.5% 27.5% Maximum Green (s) 8.0 18.0 14.0 24.0 24.0 11.0 24.0 24.0 4.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.4 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#mr) 0 0 0 0 0 0 0 Act Effct Green (s) 8.0 20.3 11.7 24.0 24.0 11.0 27.6 27.6 4.0 17.0 17.0 Actuated g/C Ratio 0.10 0.25 0.15 0.30 0.30 0.14 0.34 0.34 0.05 0.21 0.21 v!c Ratio 0.90 0.40 0.61 0.94 0.27 0.88 0.64 0.45 0.52 0.55 0.83 Control Delay 84.3 22.7 42.2 44.5 2.4 69.6 26.0 4.7 59.5 31.2 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.3 22.7 42.2 44.5 2.4 69.6 26.0 4.7 59.5 31.2 25.5 LOS F C D D A E C A E C C Approach Delay 37.1 38.7 27.3 29.7 Approach LOS D D C C rillerseffan tummaq. Area Type= Other Cycle Length: 80 Actuated Cycle Length- 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.94 Intersection Signal Delay. 32.9 Intersection LOS: C Intersection Capacity Utilization 757% ICU Level of Service D Analysis Period (min)15 Slits and Phases= 5; S Figueroa St & W Del Amo Blvd ,Vol o2 f-03 I!= 4\ 05 ■ 06 .,* a7 c Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 134 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 1/312019 II Sane -Group EBL EBT U L W B T WBR RK FIR SBL' SBT SB Lane Configurations ) +0 ) +0- 0 0 Volume (vph) 142 549 38 219 1071 61 76 518 240 51 472 126 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 raper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.990 0.992 0.952 0.968 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 5034 0 1770 5045 0 1770 3369 0 1770 3426 0 At Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 1770 5034 0 1770 5045 0 1770 3369 0 1770 3426 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 16 13 111 49 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 154 597 41 238 1164 66 83 563 261 55 513 137 Shared Lane Traffic (%) Lane Group Flow (vph) 154 638 0 238 1230 0 83 824 0 55 650 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posilion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 915/2018 Existing without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 135 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 1/312019 --* _-► --r ,- ~ 4-* 41 I �' i 'J Lane Group E8L " EBT EW WB_? W T lBR NBL ..__NBT . NBR SHS SOT SBFT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 13.0 21.0 14.0 22.0 9.0 21.0 9.0 21.0 Total Split (%) 20.0% 32.3% 21.5% 33.8% 13.8% 32.3% 13.8% 32.3% Maximum Green (s) 8.0 16.0 9.0 17.0 4.0 16.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 1 t.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.8 15.8 9.0 17.1 4.0 17.8 4.0 16.1 Actuated g/C Ratio 0.12 0.25 0.14 0.27 0.06 0.28 0.06 0.26 vlc Ratio 0.70 0.50 0.94 0.89 0.74 0.80 0.49 0.71 Control Delay 47.3 21.7 75.0 33.0 70.7 27.0 46.4 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.3 21.7 75.0 33.0 70.7 27.0 46.4 25.5 LOS D C E C E C D C Approach Delay 26.7 39.8 31.0 27.1 Approach LOS C D C C rnterse'dbn Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63 Natural Cycle, 65 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.94 Intersection Signal Delay. 32.8 Intersection LOS: C Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min)15 ana vriases: b: 5 Main 5t & vv Uel Amo uivalt l]eJ AMD b1V0 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 136 of 570 4 - Synchro 8 Report Page 10 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 113/2019 _-A --V ,-�*-- t4\ T /0 1* 4 4/ ESL BET W Wk WT- Ft 'WBL NBT WB -R- SB Lane Configurations tt it tt '11 4 r 1 r Volume (vph) 0 851 0 0 1312 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane UGI. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt Flt Protected Satd- Flow (prof) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Flt Permitted Satd. Flow (perm) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 925 0 0 1426 0 0 0 0 0 0 0 Shared Lane Traffic 0% 0% Lane Group Flow (vph) 0 925 0 0 1426 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 . Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 00 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Split Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 91512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 137 of 570 Synchro 8 Report Page 11 Lanes, Volumes, Timings o6 -004 E21 l s 08 S 7: Stamps Dr & E Del Amo Blvd 113/2019 -A -•­�v f -A— 4-4\ t �► l sane droup I`Bt_ EI3T EBR_ W13L W13T VVBR NK BT JqBR SBL SBT SBF Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 47.5% 47.5% 47.5% 47.5% 47.5% 26,3% 26.3% 26.3% 26.3% 26.3% 26.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 33.0 Actuated g/C Ratio 0.41 0.41 vlc Ratio 0.63 0.98 Control Delay 21.1 43.3 Queue Delay 0.0 0.0 Total Delay 21.1 43.3 t LOS C D Approach Delay 21.1 43.3 Approach LOS C D Intersection turnmaryY Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.98 Intersection Signal Delay: 34.6 Intersection LOS: C Intersection Capacity Utilization 40.4% ICU Level of Service A l Analysis Period (min)15 Solils and Phases: 7: Stamos Dr & E Del Amo Blvd Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 138 of 570 Synchro 8 Report Page 12 o6 -004 E21 l s 08 S Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 138 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 Lane Group EBL EBT ll 11VBL WBT WBR NBL NBTSR SK 9BT SBl Lane Configurations ++ ? ++ IN ) ttt r )) ++?+ Volume (vph) 262 540 62 175 805 98 256 886 135 166 588 212 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 0.91 0.91 Frt 0.850 0.850 0.850 0.960 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4882 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4882 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 206 206 147 89 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 285 587 67 190 875 107 278 963 147 180 639 230 Shared Lane Traffic (%) Lane Group Flow (vph) 285 587 67 190 875 107 278 963 147 180 869 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Defector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex Cl+Fac CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0,0 OA 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 915/2018 Existing without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 139 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 -A �---* 1'- k- *\ T 1 bane Group ESL EIS EBR_ WBL WBT B iL NBT NBR . SBL S Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 20.0 27.0 27.0 21.0 28.0 28.0 20.0 30.0 30.0 12.0 22.0 Total Split (%) 22.2% 30.0% 30.0% 23.3% 31.1% 31.1% 22.2% 33.3% 33.3% 13.3% 24.4% Maximum Green (s) 15.0 22.0 22.0 16.0 23.0 23.0 15.0 25.0 25.0 7.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#fir) 0 0 0 0 0 0 0 Act Effct Green (s) 15.0 24.3 24.3 13.7 23.0 23.0 15.0 25.0 25.0 7.0 17.0 Actuated g/C Ratio 0.17 0.27 0.27 0.15 0.26 0.26 0.17 0.28 0.28 0.08 0.19 vlc Ratio 0.97 0.62 0.12 0.70 0.97 0.19 0.94 0.68 0.27 0.67 0.87 Control Delay 84.0 32.7 0.4 50.4 57.5 0.8 78.8 31.9 5.9 53.9 43.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.0 32.7 0.4 50.4 57.5 0.8 78.8 31.9 5.9 53.9 43.0 LOS F C A D E A E C A D D Approach Delay 46.0 51.2 38.5 44.9 Approach LOS D D D D L'ntersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v!c Ratio: 0.97 Intersection Signal Delay: 44.8 Intersection LOS: D Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min)15 and Phases: 8: S Avalon Blvd & E Del Amo Blvd 4c I4,_. I1 I'#I+-e 1 Carson IDIF 9!512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 140 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams II 113/2019 4\ t t Cane Group EBL EEO NflL NBT SB7 Lane Configurations )y tt tt r Volume (vph) 569 310 653 688 474 138 ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frt 0.947 0.850 Flt Protected 0.969 0.950 Satd. Flow (prot) 3316 0 3433 3539 3539 1583 Flt Permitted 0.969 0.462 Said. Flow (perm) 3316 0 1670 3539 3539 1583 Right Tum on Red Yes Yes Said. Flow (RTOR) 201 150 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 Adj. Flow (vph) 618 337 710 748 515 150 Shared Lane Traffic (�) Lane Group Flow (vph) 955 0 710 748 515 150 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Wtdth(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1-00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 9/5/2018 Existing without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 15 RESOLUTION NO. 19-068 (Exhibit A) Page 141 of 570 Lanes, Volumes, Timings 9: S Fi ueroa St & 1-110 NB Rams 113/2019 -11 N 4\ T bane Group EBL EBR NBE NST SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 34.0 34.0 34.0 34.0 Total Split (%) 38.2% 61.8% 61.8% 61.8% 61.8% Maximum Green (s) 16.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5,0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 Act Effct Green (s) 15.4 29.0 29.0 29.0 29.0 Actuated g/C Ratio 0.28 0.53 0.53 0.53 0.53 vlc Ratio 0.88 0.80 0.40 0.27 0.16 Control Delay 26.4 19.8 8.4 7.6 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 19.8 8.4 7.6 2.0 LOS C B A A A Approach Delay 26.4 14.0 6.3 Approach LOS C B A Intersection Summafy Area Type: Other Cycle Length: 55 Actuated Cycle Length: 54.4 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.88 Intersection Signal Delay:16.2 Intersection LOS: B Intersection Capacity Utilization 70,2% ICU Level of Service C Analysis Period (min)15 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 142 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 113/2019 ,or- *.- t /'P �► l Lane Grouo WB --L WB -R- WB -T- J R -SBL SBT Lane Configurations Volume (vph) Ideal Flow (vphpl) ] Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prof) Flt Permitted Sald. Flow (perm) Right Tum on Red Said. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase �i r 0 479 tt 0 0 856 0 0 726 1900 1900 1900 1900 1900 1900 0 0 0 0 145 0 1 1 No 0 1 Right 25 Right 12 25 1.00 1.00 0.95 0.95 1.00 0.95 1863 1863 3539 0 1863 3539 1863 1863 3539 0 1863 3539 Yes Yes 25 45 479 971 13.1 14.7 0.92 0.92 0.92 0.92 0 0 930 0 0 0 930 0 No No No No Left Right Left Right 12 12 0 0 12 12 1.00 1.00 1.00 1.00 15 9 9 1 1 2 Left Right Thru 20 20 100 0 0 0 0 0 0 20 20 6 CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Prot Perm NA 8 2 8 8 8 2 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. 45 534 8.1 0.92 0.92 0 789 0 789 No No Left Left 12 0 12 1.00 1.00 15 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm NA 6 6 6 6 RESOLUTION NO. 19-068 (Exhibit A) Page 143 of 570 Synchro 8 Report Page 17 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/312019 Analysis Period (min)15 ano rnases: iu: a main ai & Lenaroo mu Carson ID1F 91512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 144 of 570 Synchro 8 Report Page 18 k- t 1* \ 1 Lane Group W8L WBR NBT R' SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) OA 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash pont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 39.0 39.0 Actuated g/C Ratio 1.00 1.00 vlc Ratio 0.26 0.22 Control Delay 0.2 0.1 Queue Delay 0.0 0.0 Total Delay 0.2 0.1 LOS A A Approach Delay 0.2 0.1 Approach LOS A A irseciion gumma Area Type: Other Cycle Length: 45 Actuated Cycle Length: 39 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.26 Intersection Signal Delay: 0.2 Intersection LOS: A Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min)15 ano rnases: iu: a main ai & Lenaroo mu Carson ID1F 91512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 144 of 570 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd __ )=BL BT ' EBR - WBU _WB -T- WB -R- . MI 113/2019 W.. ~ _ SBT 4.\I * /0� 41+ I # .ane Crc i p _ __ )=BL BT ' EBR - WBU _WB -T- WB -R- . MI ABT W.. -S81 _ SBT SS Lane Configurations 41+ tt r* +T ++ it Volume (vph) 600 446 159 59 463 151 179 588 58 55 324 426 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Fri 0.974 0.850 0.987 0.850 Flt Protected 0.950 0.984 0.950 0.950 0.950 Said. Flow (prot) 1610 3682 0 1770 3539 1583 1770 3959 0 1770 3539 1583 Flt Permitted 0.467 0.680 0.211 0.541 0.286 Said. Flow (perm) 792 2545 0 393 3539 1583 1008 3959 0 533 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 65 58 19 317 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 652 485 173 64 503 164 195 639 63 60 352 463 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 326 984 0 64 503 164 195 702 0 60 352 463 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 91512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 145 of 570 Synchro 8 Report Page 19 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 113/2019 Lane Group ER EBT EBR WBL WBT WB --R WL ABT _ WOR SBL SBT _ SBq Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 34.0 34.0 34.0 34.0 34.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 61.8% 61.8% 61.8% 61.8% 61.8% 38.2% 38.2% 38.2% 38.2% 38.2% Maximum Green (s) 29.0 29.0 29.0 29.0 29.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 25.5 25.5 25.5 25.5 25.5 16.2 16.2 16.2 16.2 16.2 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.31 0.31 0.31 0.31 0.31 vlc Ratio 0.84 0.77 0.33 0.29 0.20 0.62 0.56 0.36 0.32 0.65 Control Delay 33.2 14.4 13.2 8.0 5.4 28.5 17.4 23.1 15.7 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Total Delay 33.2 14.4 13.2 8.0 5.4 28.5 17.4 23.1 15.7 10.8 LOS C 8 B A A C B C B 8 Approach Delay 19.0 7.9 19.8 13.6 Approach LOS B A B B �fersecffon 5umm' Area Type: Other Cycle Length: 55 Actuated Cycle Length: 51.8 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.84 Intersection Signal Delay: 15.8 Intersection LOS: B Intersection Capacity Utilization 74.1 % ICU Level of Service D J Analysis Period (min)15 SDIits and Phases: 11: S Figueroa St & W Torrance Blvd Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 146 of 570 Synchro 8 Report Page 20 345 X06 08 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 146 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/32019 --* -• -V f- '- k 4\ t �► y 4/ Cane Group EBL EBT EBR -WB--LN9L_ NBT NBA SBL S-T Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Fri Flt Protected Said. Flow (prot) Flt Permitted Said. Flow (perm) Right Tum on Red Said. Flaw (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION N0.19-068 (Exhibit A) Page 147 of 570 Synchro 8 Report Page 21 251 23 226 10 75 35 361 591 9 12 460 251 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 12 12 12 12 16 12 12 16 12 12 12 12 0 0 0 0 190 0 145 45 0 1 0 0 2 0 1 1 25 25 25 25 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 0.850 0.961 0.998 0.850 0.956 0.996 0.950 0.950 0 1781 1583 0 2021 0 3433 4003 0 1770 3539 1583 0.653 0.961 0.469 0.389 0 1216 1583 0 1950 0 1695 4003 0 725 3539 1583 Yes Yes Yes Yes 213 38 4 273 40 40 40 45 1713 375 2482 971 29.2 6.4 42,3 14.7 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 273 25 246 11 82 38 392 642 10 13 500 273 0 298 246 0 131 0 392 652 0 13 500 273 No No No No No No No No No No No No Left left Right Left Left Right Left Left Right Left Left Right 12 12 24 24 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 1 2 1 1 2 1 2 1 2 1 Left Thru Right Left Thru Left Thru Left Thru Right 20 100 20 20 100 20 100 20 100 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 6 20 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 Perm NA Perm Perm NA Perm NA Perm NA Perm 4 8 2 6 4 4 8 2 6 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION N0.19-068 (Exhibit A) Page 147 of 570 Synchro 8 Report Page 21 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 Gane Group EBL EBT EBR 8 WBT' WBR IN BL f BR 8BL SBT Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 23.0 23.0 23.0 23.0 23.0 Total Split (°%) 48.9% 48.9°ij 48.9% 48.9% 48.9% 51.1% 51.1 "'S 51.1% 51.11110 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 17.0 18.0 18.0 18.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11,0 11.0 11.0 11.0 Pedestrian Calls (#,rhr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.3 14.3 14.3 18.9 18.9 18.9 18.9 18.9 Actuated g/C Ratio 0.33 0.33 0.33 0.44 0.44 0.44 0.44 0.44 vlc Ratio 0.74 0.37 0.19 0.53 0.37 0.04 0.32 0.32 Control Delay 25.5 4.4 8.0 13.2 9.6 8.8 9.5 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.5 4.4 8.0 13.2 9.6 8.8 9.5 2.8 LOS C A A B A A A A Approach Delay 160 8.0 11.0 7.2 Approach LOS B A B A jntersecbon Summa Area Type, Other Cycle Length: 45 Actuated Cycle Length: 43.2 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.74 Intersection Signal Delay: 10.7 Intersection LOS: B Intersection Capacity Utilization 57.3°% ICU Level of Service B Analysis Period (min)15 and Phases: 12: S Main St & W Torrance BlvdlE Torrance Blvd Carson IDIF 9!512018 Existing without Project W.G. Zimmerman Engineering, Inc. i RESOLUTION NO. 19-068 (Exhibit A) Page 148 of 570 Synchro 8 Report Page 22 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Rams 35 40 1/312019 40 Link Distance (ft) 701 533 • �i'nebroup tk EBT WBT WBR 513L Sif Lane Configurations Mi tt t r M 0.92 Volume (vph) 0 0 0 244 918 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 Storage Lanes 1 No No 1 2 1 Lane Alignment Taper Length (ft) 25 Left Right Left 25 Median Width(ft) Lane Util. Factor 1.00 0.95 1.00 1.00 0.97 1.00 Frt 0 0 0.850 Crosswalk Width(ft) Flt Protected 12 12 0.950 Said. Flow (prot) 1863 3539 1863 1583 3433 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.950 15 Satd. Flow (perm) 1863 3539 1863 1583 3433 1863 Right Turn on Red 2 1 1 Yes Detector Template Yes Said Flow (RTOR) Thru Right Left 1091 Leading Detector (ft) 20 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 • 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 265 998 0 Shared Lane Traffic (96) Lane Group Flow (vph) 0 0 0 265 998 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Positlon(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) OA 0.0 OA 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 149 of 570 Synchro 8 Report Page 23 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Rams 1/312019 Analysis Period (min)15 Splits and Phases: 13: Lenardo Rdl1-405 56 Ramps -004 s bfi 08 Carson ID1F 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 150 of 570 Synchro 8 Report Page 24 -A ..0. 4' A, \0 W [ane Group EBL EBT WFT MR SBL SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23.0 Total Split (%) 48.9% 48.9% 48.9% 48.9% 51.1% 51.1% Maximum Green (s) 17,0 17.0 17.0 17.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 Act Effct Green (s) 5.6 21.3 Actuated g1C Ratio 0.15 0.57 vlc Ratio 0.23 0.51 Control Delay 0.5 6.0 Queue Delay 0.0 0.0 Total Delay 0.5 6.0 LOS A A Approach Delay 6.0 Approach LOS A r ersection Summary Area Type. Other Cycle Length: 45 Actuated Cycle Length: 37.1 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.51 Intersection Signal Delay: 4.8 Intersection LOS: A Intersection Capacity Utilization 30.4% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 13: Lenardo Rdl1-405 56 Ramps -004 s bfi 08 Carson ID1F 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 150 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps EBL EBT EBR VK WEFT _ W_BI E 1/312019 -10 --v 1- *-- k *\ * I M _ tt I i (_ane Group EBL EBT EBR VK WEFT _ W_BI E 'WBi BR ...._. SBL . 5BT SB Lane Configurations M _ tt _ rrt 1 0 +t r Volume (vph) 456 3 459 0 0 0 0 1010 121 0 673 244 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Fri: 0.850 0.984 0.850 Flt Protected 0.950 Said. Flow (prot) 3433 3539 1583 0 0 0 1863 3483 0 0 3539 1583 Fit Permitted 0.950 Said. Flow (perm) 3433 3539 1583 0 0 0 1863 3483 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 121 33 265 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 496 3 499 0 0 0 0 1098 132 0 732 265 Shared Lane Traffic (%) Lane Group Flow (vph) 496 3 499 0 0 0 0 1230 0 0 732 265 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Detector 2 Posifion(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Penn NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 151 of 570 Synchro 8 Report Page 25 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps Minimum Initial (s) 4.0 1/312019 --0. --v 1r -*--- k- 4� * I Minimum Split (s) 21.0 21.0 I t '1 Lane Group EBL EBT EBR INE WET ' 'NSR NBL NBT SBL SBT. _ _SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21-0 21.0 21.0 21.0 21.0 Total Split (s) 23.0 23.0 23.0 27.0 27.0 27.0 27.0 Total Split (%) 46.0% 46.0% 46.0% 54.0% 54.0% 54.0% 54.0% Maximum Green (s) 180 18.0 18.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4-0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1-0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 00 0.0 0-0 0.0 0.0 0.0 OA Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 110 11.0 110 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 Act Effct Green (s) 15.9 15.9 15.9 22-1 22.1 22.1 Actuated g/C Ratio 0.33 0.33 0.33 0.46 0.46 0.46 vfc Ratio 0.44 0.00 0.82 0.76 045 0.30 Control Delay 13.7 10.3 24.9 152 10.5 2.6 Queue Delay 0.0 0.0 0.0 00 0.0 0.0 Total Delay 13.7 10.3 24.9 15.2 10.5 2.6 LOS B B C B B A Approach Delay 19.3 15.2 8.4 Approach LOS B B A ntei�eation Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 481 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0,82 Intersection Signal Delay, 14.4 Intersection LOS: B Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min)15 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 152 of 570 Synchro 8 Report Page 26 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps113/2019 EBL CET EBR WBL WBT . RBL NBT -A __0 -IV sk s6 SB Lane Configurations ff i 41 ane droup. EBL CET EBR WBL WBT WCH RBL NBT NBR sk s6 SB Lane Configurations 4 F M tt +++ r Volume (vph) 0 0 0 90 2 540 321 1158 0 0 785 222 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane UGI. Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.954 0.950 Said. Flow (prot) 0 0 0 1681 1688 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.954 0.304 Said. Flow (perm) 0 0 0 1681 1688 1583 1099 3539 0 0 5085 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 44 241 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 98 2 587 349 1259 0 0 853 241 Shared Lane Traffic (%) 49% Lane Group Flow (vph) 0 0 0 50 50 587 349 1259 0 0 853 241 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 153 of 570 Synchro 8 Report Page 27 Lanes, Volumes, Timings 08 44 1 06 15: S Avalon Blvd & 1-405 NB Ramps 1/312019 � --s' � 'r�- 4- 4\l * I f _ane Greup EBL EBT Ems^ -W-E FST WBR NB BT N41k ­ SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 24.0 24.0 24.0 26.0 26.0 26.0 26.0 Total Split (%) 48.0% 48.0% 48.0% 52.0% 52.0% 52.0% 52.0% Maximum Green (s) 19.0 19.0 19.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 D 0 0 0 Act Effct Green (s) 18.8 18.8 18.8 21.0 21.0 21.0 21.0 Actuated g/C Ratio 0.38 0.38 0.38 0.42 0.42 0.42 0.42 vlc Ratio 0.08 0.08 0.94 0.75 0.84 0.40 0.30 Control Delay 10.4 10.4 42.2 26.1 20.3 10.7 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 10.4 42.2 26.1 20.3 10.7 2.8 LOS 8 B D C C B A Approach Delay 37.6 21.5 9.0 Approach LOS D C A Fn-tersection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 49.8 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 73.8% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 15: S Avalon Blvd & 1-405 NB Ramos "02 08 44 1 06 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 154 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/312019 t Lane Group WBL -WB-R- WB M 36L SBT_ Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Li il. Factor Fri Fit Protected Said. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (°%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turing Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel �D eleCi4 gXtentl s) Turn Type Protected Phases Permitted Phases Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit: A) Page 155 of 570 Synchro 8 Report Page 29 0 tt 292 303 670 161 119 537 1900 1900 1900 1900 1900 1900 16 16 16 16 12 12 0 0 0 90 1 0 0 1 25 25 1.00 1.00 0.95 0.95 1.00 0.95 0.931 0.971 0.976 0.950 1918 0 3895 0 1770 3539 0.976 0.249 1918 0 3895 0 464 3539 Yes Yes 117 75 30 35 45 4544 1360 2482 103.3 26.5 37.6 0.92 0.92 0.92 0.92 0.92 0.92 317 329 728 175 129 584 646 0 903 0 129 584 No No No No No No Left Right Left Right Left Left 28 24 24 0 0 0 12 12 12 0.85 0.85 0.85 0.85 1.00 1.00 15 9 9 15 1 2 1 2 Left Thru Left Thru 20 100 20 100 0 0 0 0 0 0 0 0 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex O.0 0.0 Perm NA Perm NA 2 6 8 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit: A) Page 155 of 570 Synchro 8 Report Page 29 Lanes, Volumes, Timings 16: S Main St & E 213th St 1+312019 Lane droup V&6.14 NBT NBR SBL SBT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 23.0 27.0 27.0 27.0 Total Split (%) 46.0% 54.0% 54.0% 54.0% Maximum Green (s) 18.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#.Nr) 0 0 0 0 Act Effct Green (s) 16.8 22.1 22.1 22.1 Actuated g1C Ratio 0.34 0.45 0.45 0.45 vlc Ratio 0.88 0.50 0.62 0.37 Control Delay 28.4 10.1 28.9 10.0 Queue Delay 0.0 OA 0.0 0.0 Total Delay 28.4 10.1 28.9 10.0 LOS C B C A Approach Delay 28.4 10.1 13.4 Approach LOS C B B Intersection Summary Area Type: Other Cycle Length 50 Actuated Cycle Length: 48.9 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.88 Intersection Signal Delay: 16.4 Intersection LOS: B Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 lits and Phases: 16: S Main St & E 213th St Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 156 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St ER fBT -if BR WK WBT 'WR R W VAT 1/312019 ---* --. -V 'r '- k 4\ t /0� �- l 4/ Lane Groulp ER fBT -if BR WK WBT 'WR R W VAT NBR SBL SBT SBS Lane Configurations I 1 0 ) tTT I Ott Volume (vph) 237 201 85 123 236 66 105 821 135 57 871 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.955 0.967 0.979 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 2016 0 1770 3879 0 1770 5642 0 1770 5619 0 Flt Permitted 0.553 0.490 0.214 0.246 Satd. Flow (perm) 1030 2016 0 913 3879 0 399 5642 0 458 5619 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 45 72 87 114 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 258 218 92 134 257 72 114 892 147 fit 947 188 Shared Lane Traffic (%) Lane Group Flow (vph) 258 310 0 134 329 0 114 1039 0 62 1135 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 + Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permiried Phases 4 8 2 6 Carson IDIF 915/2018 Existing without Project W -G_ Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 157 of 570 Synchro 8 Report Page 31 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 * I Carie Grou BL E EBT EBR WBL WBT NEL NBT NBR SBL B Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 29.0 29.0 29.0 29.0 Total Split (°%) 42.0% 42.0% 42.0% 42.0% 58.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 16.0 16.0 16.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.7 14.7 14.7 14.7 24.0 24.0 24.0 24.0 Actuated g/C Ratio 0.30 0.30 0.30 0.30 0.49 0.49 0.49 0.49 v1c Ratio 0.83 0.48 0.49 0.27 0.58 0.37 0.28 0.40 Control Delay 41.7 14.6 20.8 10.5 26.4 7.7 11.9 7.7 Queue Delay 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.7 14.6 20.8 10.5 26.4 7.7 11.9 7.7 LOS D B C B C A B A Approach Delay 26.9 13.4 9.5 7.9 Approach LOS C B A A Intersection Summary ±_ Area Type: Other Cycle Length: 50 Actuated Cycle Length: 48.8 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum We Ratio: 0.83 Intersection Signal Delay* 12.4 Intersection LOS: B Intersection Capacity Utilization 65.7°% ICU Level of Service C Analysis Period (min)15 Carson IDIF 91512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 158 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St EBL EBT EBR WBL _ .. WBT WeR NBL NBT 1/312019 SBL . SBT W Lane Configurations ff r II Lane Group EBL EBT EBR WBL _ .. WBT WeR NBL NBT . _NBR SBL . SBT W Lane Configurations ff r +T 1) TT* +T Volume (vph) 144 324 435 37 426 46 344 517 144 44 367 309 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Fri. 0.850 0.985 0.967 0.931 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1770 3539 1583 1770 3486 0 3433 3422 0 3433 3295 0 Flt Permitted 0.950 0.950 0.950 0.950 SaW, Flow (perm) 1770 3539 1583 1770 3486 0 3433 3422 0 3433 3295 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 346 17 56 243 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 157 352 473 40 463 50 374 562 157 48 399 336 Shared Lane Traffic (%) Lane Group Flow (vph) 157 352 473 40 513 0 374 719 0 48 735 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector.2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 159 of 570 Synchro 8 Report Page 33 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1!312019 --* � � fe 4 1 � d [ane Group EB EBT EBR WBL WBT 3R 0L WT NBR SBL 5BT SBH Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 11.0 23.0 23.0 9.0 21.0 12.0 24.0 9.0 21.0 Total Split (%) 16.9% 35.4% 35.4% 13.8% 32.3% 18.5% 36.9°% 13.8% 32.3% Maximum Green (s) 6.0 18.0 18.0 4.0 16.0 7.0 19.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extensioni(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 Act Effct Green (s) 6.0 21.3 21.3 4.0 13.8 7.0 22.8 4.0 16.0 Actuated g/C Ratio 0.10 0.34 0.34 0.06 0.22 0.11 0.36 0.06 0.25 v!c Ratio 0.93 0.29 0.62 0.36 0.66 0.98 0.56 0.22 0.72 Control Delay 87.8 17.1 9.8 38.2 26.0 73.3 18.4 31.4 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.8 17.1 9.8 38.2 26.0 73,3 18.4 31.4 19.1 LOS F B A D C E B C B Approach Delay 24.9 26.9 37.2 19.8 Approach LOS C C D B Rkrsection Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 62.9 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum v!c Ratio; 0.98 Intersection Signal Delay: 28.0 Intersection LOS: C Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min)15 Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 160 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19: S Main St & W Carson St1E Carson St 1/3/2019 --* --. - '-- 4- 4\ t �► l 4/ Lane Group ERL EBT -AR WBL WBT WBR _ NBL .. _ 1 # SBL SBT Sia Lane Configurations tt it ++ if I ttlf� ) +0 Volume (vph) 82 324 99 50 314 56 131 727 114 53 524 76 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.850 0.850 0.980 0.981 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 4984 0 1770 4989 0 Flt Permitted 0.547 0.541 0.392 0.300 Satd. Flow (perm) 1019 3539 1583 1008 3539 1583 730 4984 0 559 4989 0 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 108 61 81 74 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47.6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 89 352 108 54 341 61 142 790 124 58 570 83 Shared Lane Traffic (°�) Lane Group Flow (vph) 89 352 108 54 341 61 142 914 0 58 653 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posifion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 915/2018 Existing without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 161 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson WE Carson St 1/312019 4\ t /I - Lane ane Group ffBT BBR 13L R _NFL NBT _ NBR ZK T9f SB Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 46.7% 46-7% 53.3% 53.3°+ 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.4 10.4 10.4 10.4 10.4 10.4 19.1 19.1 19.1 19.1 Actuated gIC Ratio 0.26 0.26 0.26 0.26 0.26 0.26 0.48 0.48 0.48 0.48 v1c Ratio 0.33 0.38 0.22 0.20 0.37 0.13 0.40 0.37 0.21 0.27 Control Delay 15.0 12.9 4.2 12.8 12.7 4.5 12.4 6.9 9.9 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.0 12.9 4.2 12.8 12.7 4.5 12.4 6.9 9.9 6.3 LOS B B A B B A B A A A Approach Delay 11.5 11.6 7.7 66 Approach LOS B B A A ntersecttan 8ummary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 39.6 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.40 Intersection Signal Delay: 8.8 Intersection LOS: A Intersection Capacity Utilization 49.8% ICU Level of Service A Analysis Period (min)15 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 162 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St E& BT EBR . _ WBL WBT _ _ . WBR N 6 L i3T 1/3/2019 --o' --* 'r F *-- M * I I f 4/ bane Group E& BT EBR . _ WBL WBT _ _ . WBR N 6 L i3T -RffR SBL _ SBT SW Lane Configurations M +T+ 0 ) ttt I TTT Volume (vph) 115 457 65 383 318 96 60 727 503 134 733 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 0.97 0.95 0.95 0.97 0.95 0.95 1.00 0.91 0.99 1.00 0.91 0.91 Frt 0.981 0.965 0.939 0.990 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3472 0 3433 3415 0 1770 4775 0 1770 5034 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3472 0 3433 3415 0 1770 4775 0 1770 5034 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 56 244 16 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 125 497 71 416 346 104 65 790 547 146 797 59 Shared Lane Traffic (°�) Lane Group Flow (vph) 125 568 0 416 450 0 65 1337 0 146 856 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex Ct+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posilion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 9/5/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 163 of 570 Synchro 8 Report Page 37 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 } _•� 'r� 4.. _4% t � � 1 o/ Lane Group EBL EBT M 4NBL 'ABT WBR NEIL NET NHR SBL SBT SB Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4-0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 10.0 21.0 14.0 25.0 11.0 24.0 11.0 24.0 Total Split (%) 14.3% 30.0% 20.0% 35.7% 15.7% 34.3 � 15.7% 34.3% Maximum Green (s) 5.0 16.0 9.0 20.0 6.0 19.0 6.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 5.0 14.7 9.0 20.8 5.9 19.0 6.0 23.5 Actuated g/C Ratio 0.07 0.21 0.13 0.30 0.09 0.28 0.09 0.34 vlc Ratio 0.50 0.75 0.92 0.42 0.43 0.89 0.95 0.49 Control Delay 38.5 31.3 60.0 18.8 39.6 29.1 97.0 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.5 31.3 60.0 18.8 39.6 29.1 97.0 20.2 LOS D C E B D C F C Approach Delay 326 38.6 29.6 31.4 Approach LOS C D C C Intersection -Summary Area Type: Othef Cycle Length. 70 Actuated Cycle Length: 68.7 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay. 32.5 Intersection LOS: C Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St of tot f'03 �b4 Ills Z4 s It 144 1171S 05 l T 06 07 4- 08 4s 5 25s Carson IDIF 915/2018 Existing without Project W.G, Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 164 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 113/2019 �- 4., t /10- 4/ �e Grou EBS Ir -BT EBR WBL WBT WOR 1 BL Tli3R SBL SBT MR Lane Configurations ++ it +++ 'I Volume (vph) 7 570 610 108 1035 0 95 0 216 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fri 0.850 0.850 Flt Protected 0.950 0.950 0.950 Said. Flow (prot) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0.235 0.417 0.950 Said. Flow (perm) 394 3185 1425 699 4577 0 1593 0 1425 0 0 1676 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 663 201 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 36.2 8.0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 620 663 117 1125 0 103 0 235 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 8 620 663 117 1125 0 103 0 235 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Protected Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson IDIF 915/2018 Existing without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 165 of 570 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 1/312019 bane Grow p EBL EBT ESR C W9T� %N R -R-BL BL 5B' S9 Switch Phase '�4 29S C6 4- 08 24 s Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 29.0 29.0 29.0 29.0 29.0 21.0 21.0 21.0 Total Split (%) 58.0% 58.0% 58.0% 58.0% 58.0% 42.0% 42.0% 42.0% Maximum Green (s) 24.0 24.0 24.0 24.0 24.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.6 17.6 17.6 17.6 17.6 8.2 8.2 Actuated gIC Ratio 0.49 0.49 0.49 0.49 0.49 0.23 0.23 vlc Ratio 0.04 0.40 0.64 0.34 0.50 0.29 0.49 Control Delay 5.9 6.9 4.0 9.4 7.2 15.2 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 6.9 4.0 9.4 7.2 15.2 7.9 LOS A A A A A B A Approach Delay 5.4 7.4 Approach LOS A A Intersection gummaTy Area Type: CBD Cycle Length; 50 Actuated Cycle Length: 36.2 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vk Ratio: 0,64 Intersection Signal Delay: 6.8 Intersection LOS: A Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min)15 Solits and Phases, 21:1-405 S9 Ramps & E Carson St 4Yp2 '�4 29S C6 4- 08 24 s Carson IDIF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 166 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St EBT EBA WBL �1iVI3T R iWBL 11312019 -A --I. -'�' i- *- '�- 4\ I +T# t A/ Gane Group EBL EBT EBA WBL �1iVI3T R iWBL NBT WR 5K SBT SH Lane Configurations +T# ++ if 4 ? 4 � Volume (vph) 83 658 39 14 751 245 7 4 4 21 15 422 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fri 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.968 0.971 Satd. Flow (prot) 1770 3511 0 1770 3539 1583 0 1803 1583 0 1809 1583 Flt Permitted 0.261 0.293 0.898 0.888 Said. Flow (perm) 486 3511 0 546 3539 1583 0 1673 1583 0 1654 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 266 48 61 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 90 715 42 15 816 266 8 4 4 23 16 459 Shared Lane Traffic (°k) Lane Group Flow (vph) 90 757 0 15 816 266 0 12 4 0 39 459 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 9/512018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 167 of 570 Synchro 8 Report Page 41 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 11312019 I Kane Group EBI_ EBT' EBR BL �1 PST WBR' OK BT t SB SBT SBH Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4A 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 48.9% 48.9` 48.911/o 48.9% 48.9% 51.1 `d 51.1% 51.1% 51.1% 51.1% 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 17.0 18.0 18.0 18.0 18.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11-0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.3 15.3 15.3 15.3 15.3 18.1 18.1 18.1 18.1 Actuated gIC Ratio 0.35 0.35 0.35 0.35 0.35 0.42 0.42 0.42 0.42 vlc Ratio 0.53 0.61 0.08 0.65 0.36 0,02 0.01 0.06 0.66 Control Delay 25.1 13.6 10.3 14.6 3.4 8.4 0.0 8.6 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.1 13-6 10.3 14.6 3.4 8.4 0.0 8.6 15.5 LOS C B B B A A A A B Approach Delay 148 11.8 6.3 15.0 Approach LOS B B A B nfersecthn Summary,_ Area Type: Other Cycle Length: 45 Actuated Cycle Length: 43.4 Natural Cycle: 45 Control Type: Actuated-Uncoordinated Maximum vlc Ratio: 0.66 Intersection Signal Delay: 13.4 Intersection LOS: B Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min)15 Carson ID IF 915/2018 Existing without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 168 of 570 Synchro 8 Report Page 42 Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Rams 11312019 ane Grou WB WR BT NOR SBL SBT Lane Configurations 0 tt Volume (vph) 0 0 738 115 592 1175 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.980 Flt Protected 0.950 Satd. Flow (prot) 0 0 3468 0 1770 3539 Flt Permitted 0.950 Sald. Flow (perm) 0 0 3468 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 802 125 643 1277 Shared Lane Traffic (%} Lane Group Flow (vph) 0 0 927 0 643 1277 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Slgn Control Yield Free Free rilersection §ummary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min) 15 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 169 of 570 Synchro 8 Report Page 1 Lanes, Volumes, Timings 2- S Figueroa St & 1-405 NB Rams 1/312019 Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 170 of 570 Synchro 8 Report Page 2 f- t t �► l Lane Grow T WBL WB WT N8R SBL SBT Lane Configurations t+ Volume (vph) 77 131 747 0 0 1675 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 Fit Protected 0.950 Said. Flow (prat) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 84 142 812 0 0 1821 Shared Lane Traffic (%) Lane Group Flow (vph) 84 142 812 0 0 1821 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free ntersec --§ummary Area Type: Other Control Type; Unsignalized Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 170 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/312019 Gane Group Irl EBT _._._EBR .-W-Bl- _-W-BT' WBW We -L BT NSR _ SBL Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red j Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic {96) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Tuming Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) v Tum Type Protected Phases Permitted Phases Detector Phase Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 171 of 570 Synchro 8 Report Page 3 T+ TT ?t 17 636 45 0 0 0 0 596 120 226 1072 0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 0 0 0 0 0 0 250 0 1 0 0 0 0 0 1 0 25 25 25 25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 0.990 0.975 0.950 0.950 1770 1844 0 0 0 0 0 3451 0 1770 3539 0 0.950 0.950 1770 1844 0 0 0 0 0 3451 0 1770 3539 0 Yes Yes Yes Yes 5 28 40 40 45 45 607 169 2341 290 10.3 2.9 35.5 4.4 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 18 691 '49 0 0 0 0 650 130 246 1165 0 18 740 0 0 0 0 0 780 0 246 1165 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 12 12 12 12 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 1 2 2 1 2 Left Thru Thru Left Thru 20 100 100 20 100 0 0 0 0 0 0 0 0 0 0 20 6 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 6 6 6 CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 Prot NA NA Prot NA 4 2 1 6 4 4 4 2 1 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 171 of 570 Synchro 8 Report Page 3 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 113/2019 '# , -'V *-- k -4\ ne Grou EBR WELL Nle BL �. NI3T . NBR SBL 'f SS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21,0 9.0 21.0 Total Split (s) 38.0 38.0 25.0 17.0 42.0 Total Split (%) 47.5% 47.5% 31.3% 21.3% 52.5% Maximum Green (s) 33.0 33.0 20.0 12.0 37.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 DA 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 32.9 32.9 20.0 12.0 37.0 Actuated g/C Ratio 0.41 0.41 0.25 0.15 046 vlc Ratio 0.02 0.97 0.88 0.93 0.71 Control Delay 14.2 51.4 41.2 75.8 20.2 Queue Delay 0.0 0.0 0.0 0.0 49.3 Total Delay 14.2 51.4 41.2 75.8 69.5 LOS B D D E E Approach Delay 50.5 41.2 70.6 Approach LOS D D E s-echon 5urnmary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 79.9 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.97 Intersection Signal Delay: 57.7 Intersection LOS: E Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min)15 and Phases: 3: 5 Main �it & 1-40 5b Carson IDIF 12:00 pm 91512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 172 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 --* --*i 'r*-- k4\ t `► *J' ane _ffrokp EBI t<BT i R WK 4VBT WBR NEIL NBT NBR S -C -gff 3M Lane Configurations Fj ( tt 0 Volume (vph) 0 0 0 59 120 235 24 605 0 0 1223 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane UK Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.915 0.993 Flt Protected 0.993 0.950 Satd. Flow (prot) 0 0 0 0 3216 0 1770 3539 0 0 3514 0 Flt Permitted 0.993 0.166 Said. Flow (perm) 0 0 0 0 3216 0 309 3539 0 0 3514 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 181 13 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 64 130 255 26 658 0 0 1329 65 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 449 0 26 658 0 0 1394 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 173 of 570 Lanes, Volumes, Timings 4: S Main St & 1--405 NB Ramps 113/2019 � -• -V 'r � � 4\ T �► ane Grou EBL EBT Eb$� VVBt 4 B -f ftR RBL NBT NBF S8L SBT SBA Total Split (s) 21.0 21.0 29.0 29.0 29.0 Total Split (%) 42.0% 42.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 16.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Los(Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 9.4 24.1 24.1 24.1 Actuated gIC Ratio 0.22 0.55 0.55 0.55 v1c Ratio 0.54 0.15 0.34 0.71 Control Delay 11.1 8.7 6.4 10.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 11.1 8.7 6.4 10.5 LOS B A A B Approach Delay 11.1 6.5 10.5 Approach LOS B A B ntersection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 43.5 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.71 Intersection Signal Delay: 9.5 Intersection LOS: A Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min)15 and Phases: 4: 5 Main 5t & 1-41Jo Nb Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 174 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd113/2019 EBL EBT -E-8k WE Wf f NBL NBT -►, --v f- -*--- k- 4\ * I ) +0 I t 4/ 5. e'Grau EBL EBT -E-8k WE Wf f V4BR NBL NBT W TBI SBT SB Lane Configurations ) +0 tt r* tt ? tt r volume (vph) 58 842 164 201 665 117 53 442 355 195 576 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.976 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prat) 1770 4963 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 4963 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 187 199 246 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 63 915 178 218 723 127 58 480 386 212 626 246 Shared Lane Traffic (%) Lane Group Flow (vph) 63 1093 0 218 723 127 58 480 386 212 626 246 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Might Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 175 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1/312019 Gane Group EBL EBT _RK WK BT R NBL SBl WBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 Total Split (s) 9.0 21.0 14.0 26.0 26.0 11.0 21.0 21.0 14.0 24.0 24.0 Total Split (%) 12.9% 30.0% 20.0% 37.1% 37.1% 15.7% 30.0% 30.0% 20.0% 34.3% 34.3% Maximum Green (s) 4.0 16.0 9.0 21.0 21.0 6.0 16.0 16.0 9.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 4.0 16.0 9.0 22.8 22.8 5.9 16.0 16.0 9.0 23.4 23.4 Actuated g/C Ratio 0.06 0.23 ' 0.13 0.33 0.33 0.08 0.23 0.23 0.13 0.33 0.33 vlc Ratio 0.62 0.93 0.96 0.63 0.20 0.39 0.59 0.75 0.93 0.53 0.36 Control Delay 61.2 40.7 85.1 23.6 1.9 38.4 27.6 22.9 79.2 22.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.2 40.7 85.1 23.6 1.9 38.4 27.6 22.9 79.2 22.2 4.8 LOS E D F C A D C C E C A Approach Delay 41.8 33.6 26.3 29.4 Approach LOS D C C C 6iersec6on gummaTy Area Type. Other Cycle Length: 70 Actuated Cycle Length: 70 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum * Ratio: 0.96 Intersection Signal Delay, 33.2 Intersection LOS: C Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min)15 ana mases: 5: 5 mweroa 5t & vv Uel Amo t$IVO i -- Carson IDIF 12 00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 176 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd EBL EBT EI3 L -WBT ' NBL 113/2019 s --b. -V f-*-- k4\ ..513T t /00. ) 1 4/ ane Group EBL EBT EI3 L -WBT ' NBL - . BT 'NW' BI_. ... ..513T SB Lane Configurations ) t+T ) ttt 1 0 0 Volume (vph) 164 1097 116 242 789 60 42 404 295 128 753 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.D0 0.91 0.91 1.00 095 095 1.00 0.95 0.95 Frt 0.986 0.989 0.937 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 5014 0 1770 5029 0 1770 3316 0 1770 3451 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 5014 0 1770 5029 0 1770 3316 0 1770 3451 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 13 195 27 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0-92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 178 1192 126 263 858 65 46 439 321 139 818 164 Shared Lane Traffic (%) Lane Group Flow (vph) 178 1318 0 263 923 0 46 760 0 139 982 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 177 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 1/312019 -.* '< k' `\ t r` �► l PaneUrrou EBT EBR YV6L vii WSR -AEFL NBT WB -R- SB L S T S6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 20.0 28.0 20.0 28.0 9.0 27.0 15.0 33.0 Total Split (%) 22.2% 31.1% 22.2% 31.1% 10.0% 30.0% 16.7% 36.7% Maximum Green (s) 15.0 23.0 15.0 23.0 4.0 22.0 10.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 13.0 23.0 14.8 24.8 4.0 22.0 9.6 29.4 Actuated gIC Ratio 0.15 0.26 0.17 0.28 0.04 0.25 0.11 0.33 vlc Ratio 0.69 1.01 0.90 0.66 0.58 0.79 0.74 0.85 Control Delay 50.6 61.4 70.6 31.3 72.3 30.3 62.4 36.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 61.4 70.6 31.3 72.3 30.3 62.4 36.6 LOS D E E C E C E D Approach Delay 60.1 40.0 32.7 39.8 Approach LOS E D C D Mritersection Summary _ Area Type, Other Cycle Length: 90 Actuated Cycle Length: 89.4 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.01 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min)15 S lits and Phases. 6: S Main St & W Del Amo Blvd1E Del Amo Blvd * M1 I c2 I -0004 4 - Carson IDIF 12:00 pm 91512018 Existing PM without Project W.G_ Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 178 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd _I 1/3/2019 --I,�-- * I l� t ne Group EBL EBT -CB-R-- -W8-L- ' R NB L NBT NBR --g-BL W SS Lane Configurations tt r I tt 4 r 1 Volume (vph) 0 1434 0 0 1083 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt Flt Protected Satd. Flow (prot) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Flt Permitted Satd. Flow (perm) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1559 0 0 1177 0 0 0 0 0 0 0 Shared Lane Traffic (9b) 0°% 0% Lane Group Flow (vph) 0 1559 0 0 1177 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 DA Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Penn NA Split Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 11 RESOLUTION NO. 19-068 (Exhibit A) Page 179 of 570 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/3/2019 We Group _EBL EBT EBR _ BL WBT WBR NBL BR " SBL_ SBT SBS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 47.5% 47.5% 47.5% 47.5% 47.5% 26.3% 26.3% 26.3% 26.3% 26.3% 26.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 OA 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 0 Act Effcl Green (s) 33.0 33.0 Actuated gIC Ratio 0.41 0.41 vlc Ratio 1.07 0.81 Control Delay 69.2 26.1 Queue Delay 0.0 0.0 Total Delay 69.2 26.1 LOS E C Approach Delay 69.2 26,1 Approach LOS E C tersection Summary Area Type-. Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.07 Intersection Signal Delay: 50.6 Intersection LOS: D Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 180 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 113/2019 5ne Group . EBT EBR WBL WBT WBR qL NBT NBR SBL SBT _ ._ SB Lane Configurations tt r tt it ) tit r )) tO Volume (vph) 203 907 237 253 638 143 179 941 204 337 885 260 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 0.91 0.91 Frt 0.850 0.850 0.850 0.966 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4912 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4912 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 258 155 222 78 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 221 986 258 275 693 155 195 1023 222 366 962 283 Shared Lane Traffic (96) Lane Group Flow (vph) 221 986 258 275 693 155 195 1023 222 366 1245 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector i Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0,0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 12:00 pm 91512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 181 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/3/2019 rye Grou EBL EBT _B_R WR ABT VMR Nk &BT h�BR SB1L WT 5B Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 20.0 29.0 29.0 19.0 28.0 28.0 15.0 27.0 27.0 15.0 27.0 Total Split (%) 22.2% 32.2% 32.2% 21.1% 31.1% 31.1% 16.7% 30.0% 30.0% 16.7% 30.0% Maximum Green (s) 15.0 24.0 24.0 14.0 23.0 23.0 10.0 22.0 22.0 10.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 14.1 24.0 24.0 14.0 23.9 23.9 10.0 22.0 22.0 10.0 22.0 Actuated g/C Ratio 0.16 0.27 0.27 0.16 0.27 0.27 0.11 0.24 0.24 0.11 0.24 vlc Ratio 0.80 1.05 0.42 1.00 0.74 0.29 0.99 0.82 0.40 0.96 0.99 Control Delay 58.3 75.5 5.9 94.7 36.0 6.2 105.8 38.8 6.4 78.8 55.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.3 75.5 5.9 94.7 36.0 6.2 105.8 38.8 6.4 78.8 55.7 LOS E E A F D A F D A E E Approach Delay 60.7 46.3 42.9 60.9 Approach LOS E D D E niersec%on Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.05 Intersection Signal Delay: 53.3 Intersection LOS: D Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 8: S Avalon Blvd & E Del Amo Blvd 01 tot 4'03 "*04 i5s 27s 19s 23s I 05 • 06 07 #= 08 27s Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 182 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 11312019 � ? 4 Lane Grow BL E EB _ t!+�L 'NBT 5BT SBR Lane Configurations W M tt ++ r Volume (vph) 350 189 627 453 742 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane UK Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frt 0.947 0.850 Flt Protected 0.969 0.950 Satd. Flow (prot) 3316 0 3433 3539 3539 1583 Flt Permitted 0.969 0.329 Satd. Flow (perm) 3316 0 1189 3539 3539 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 129 236 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 380 205 682 492 807 236 Shared Lane Traffic (%) Lane Group Flow (vph) 585 0 682 492 807 236 Enter Blocked Intersection No No No N6 No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Might Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 15 RESOLUTION NO. 19-068 (Exhibit A) Page 183 of 570 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams 113/2019 I ersection Summ Area Type: Other Cycle Length: 75 Actuated Cycle Length: 73.3 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 0.86 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 9: S Fiqueroa St & 1-110 NB Ramps I o2 -A --v 4\ is t l -4/ [ane Group EBL EBR NBL _NBT_ SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 54.0 54.0 54.0 54.0 Total Split (%) 28.0% 72.0% 72.0% 72.0% 72.0% Maximum Green (s) 16.0 49.0 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 14.3 49.0 49.0 49.0 49,0 Actuated g/C Ratio 0.20 0.67 0.67 0.67 0.67 vlc Ratio 0.78 0.86 0.21 0.34 0.21 Control Delay 29.7 24.0 5.2 5.9 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 24.0 5.2 5.9 1.2 LOS C C A A A Approach Delay 29.7 16.1 4.9 Approach LOS C B A I ersection Summ Area Type: Other Cycle Length: 75 Actuated Cycle Length: 73.3 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 0.86 Intersection Signal Delay: 14.8 Intersection LOS: B Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 9: S Fiqueroa St & 1-110 NB Ramps I o2 o4 s is 06 7777 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 184 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase Vi r 0 1 WBL WBR RBT W WL 51 Vi r 0 1 fT 0 0 745 0 0 1104 1900 1900 1900 1900 1900 1900 0 0 0 0 145 0 1 1 No 0 1 Right 25 Right 12 25 1.00 1.00 0.95 0.95 1.00 0.95 1863 1863 3539 0 1863 3539 1863 1863 3539 0 1863 3539 Yes Yes 25 45 479 971 13.1 14.7 0.92 0.92 0.92 0.92 0 0 810 0 0 0 810 0 No No No No Left Right Left Right 12 12 0 0 12 12 1.00 1.00 1.00 1.00 15 9 9 1 1 2 Left Right Thru 20 20 100 0 0 0 0 0 0 20 20 6 CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Prot Perm NA 8 2 8 8 8 2 Carson 10 IF 12:00 pm 9/5/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. 45 534 8.1 0.92 0.92 0 1200 0 1200 No No Left Left 12 0 12 1,00 1.00 15 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm NA 6 6 6 6 RESOLUTION N0.19-068 (Exhibit A) Page 185 of 570 113/2019 Synchro 8 Report Page 17 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/312019 4-- k t �► 1 Lane Group WBU WBRi NBT NBR $Bt_ 88T Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 109.0 109.0 109.0 Total Split (%) 16.2% 16.2% 83.8% 83.8% 83.8% Maximum Green (s) 16.0 16.0 104.0 104.0 104.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effcl Green (s) 120.0 120.0 Actuated gIC Ratio 1.00 1.00 vlc Ratio 0.23 034 Control Delay 0.2 0.3 Queue Delay 0.0 0.0 Total Delay 02 03 LOS A A Approach Delay 0.2 0,3 Appruacb LOS A A Intersection Summa Area Type: Otter Cycle Length- 130 Actuated Cycle Length: 120 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.34 Intersection Signal Delay: 0.2 Intersection LOS: A Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period (min)15 and Fnases: 1 u: s main tit & uenarao Ka Carson IDIF 12.00 pm 9/5/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 186 of 570 4*0o8 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/3/2019 ~ t Lane droup EX ABT EBR vv-BL WBT WBR NBL NST NBR ! 8k 5BT Lane Configurations I *M t? 1 0 ?T Volume (vph) 600 684 158 48 369 161 85 330 50 115 439 370 Ideal Flow (vphpl) 1900 1900 1900 1900 190D 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.978 0.850 0.980 0.850 Flt Protected 0.950 0.989 0.950 0.950 0.950 Said. Flow (prat) 1610 3716 0 1770 3539 1583 1770 3931 0 1770 3539 1583 Flt Permitted 0.516 0.754 0.149 0.437 0 495 Said. Flow (perm) 875 2833 0 278 3539 1583 814 3931 0 922 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 48 175 28 402 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 652 743 172 52 401 175 92 359 54 125 477 402 Shared Lane Traffic (°%) 41% Lane Group Flow (vph) 385 1182 0 52 401 175 92 413 0 125 477 402 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 187 of 570 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/312019 Lane Oroup EBL EBT EI3R WIL, MTT 8R NK NBT AR SBL SBT Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38,0 22.0 22.0 22.0 22.0 22.0 Total Split (%) 63.3% 63,3% 63.3% 63.3% 63.3% 36.7% 36.7% 3670% 36.7% 36.7°% Maximum Green (s) 330 33.0 33.0 33.0 33.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 00 00 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5.0 5.0 5,0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3 0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None done None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effcl Green (s) 30.1 30.1 30.1 30.1 30.1 17.1 17.1 17.1 17.1 17.1 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.53 0.30 0.30 0.30 0.30 0,30 v!c natio 0.84 0.78 0.36 0.22 0.19 0.38 0.35 0.45 0.45 0.53 Control Delay 30.9 14.8 16.0 7.4 1.9 22.9 16.4 24.3 18.8 5.2 Queue Delay 0.0 0.4 OA 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 30.9 15.1 16.0 7.4 1.9 22.9 16.4 24.3 18.8 5.2 LOS C B B A A C B C B A Approach Delay 190 6.6 17.6 14.0 Approach LOS B A B B Intersection Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length- 57.3 Natural Cycle- 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.84 Intersection Signal Delay: 15.3 Intersection LOS- B Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 11: S Figueroa St & W Torrance Blvd l o2 `�54 F sT77138 s o6 08 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W. G, Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 {Exhibit A) Page 188 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 Lane broup -._-- -_-._-EBL EV B€ k MR INBT...'1NBR.._'CBL NBT- NBR SBL _ SBT 5139 Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Instance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (°%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(fl) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Delectar, 2 Extend (s) .. . Turn Type Protected Phases Permitted Phases Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 189 of 570 Synchro 8 Report Page 21 286 70 500 11 43 25 276 438 9 45 759 293 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 12 12 12 12 16 12 12 16 12 12 12 12 0 0 0 0 190 0 145 45 0 1 0 0 2 0 1 1 25 25 25 25 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 0.850 0.958 0.997 0.850 0.961 0.993 0.950 0.950 0 1790 1583 0 2008 0 3433 3999 0 1770 3539 1583 0.710 0.933 0.280 0.475 0 1323 1583 0 1887 0 1012 3999 0 885 3539 1583 Yes Yes Yes Yes 80 27 5 255 40 40 40 45 1713 375 2482 971 29.2 6.4 42.3 14.7 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 311 76 543 12 47 27 300 476 10 49 825 318 0 387 543 0 86 0 300 486 0 49 825 318 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 12 12 24 24 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 1 2 1 1 2 1 2 1 2 1 Left Thru Right Left Thru Left Thru Left Thru Right 20 100 20 20 100 20 100 20 100 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 6 20 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 Perm NA Perm Perm NA Perm NA Perm NA Perm 4 8 2 6 4 4 8 2 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 189 of 570 Synchro 8 Report Page 21 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/3/2019 .ane Group EBL EST EBR WBL WST WBR NBL NBT NSR SBL_ SBT Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4 0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21,0 21.0 21.0 21.0 21.0 21.0 210 Total Split (s) 24.0 24 0 24.0 24.0 24.0 26,0 260 26.0 26.0 26.0 Total Split (°%) 48.0% 48.0% 48.0% 48.0% 48.0% 52.01/6 520% 52.0% 52.0'5 520% Maximum Green (s) 19.0 19.0 19.0 19,0 19.0 21.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4 0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 10 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5.0 5,0 5.0 _5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3,0 30 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5,0 5.0 5.0 5.0 5.0 5,0 5.0 5 0 Flash Dont Walk (s) 11,0 11.0 11.0 110 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 17.6 17,6 17.6 21.0 21.0 21,0 21.0 21.0 Actuated g1C Ratio 0.36 0.36 0 36 0,43 0.43 0.43 0.43 0.43 vlc Ratio 0.81 0.87 0.12 0.69 0.28 0.13 0,54 0.38 Control Delay 30.3 30.0 8.1 23.0 9.8 10,1 12.3 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 30,0 8.1 23.0 9.8 10,1 12.3 4.2 LOS C C A C A B B A Approach Delay 30.1 8.1 14.8 10.0 Approach LOS C A B B Intersection Summary Area Type: Other Cycle Length: 50 Actuated Cycle Length: 48.7 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0,87 Intersection Signal Delay:17.5 Intersection LOS: B Intersection Capacity Utilization 68.8°% ICU Level of Service C Analysis Period (min)15 and Phases: 12. S Main St & W Torrance Blvd1E Torrance Blvd Q 4 -- Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 190 of 570 Synchro 8 Report Page 22 7 u Lanes, Volumes, Timings 13: Lenardo Rdll-405 SB Ramps 1/312019 'A --I, ~ *" \W 4/ Lane Group ...-- EBL _EBT _ IST SBL SFR Lane Configurations I ++ t r 11 r Volume (vph) 0 0 0 382 563 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 1 2 1 Taper Length (ft) 25 25 Lane Util, Factor 1.00 0.95 1.00 1.00 0.97 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1863 3539 1863 1583 3433 1863 Flt Permitted 0.950 Satd. Flow (perm) 1863 3539 1863 1583 3433 1863 Right Tum on Red Yes Yes Satd. Flow (RTOR) 1091 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 415 612 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 415 612 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru flight Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) OA 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 OA Tum Type Perm Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 23 RESOLUTION NO. 19-068 (Exhibit A) Page 191 of 570 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 113/2019 Analysis Period (min)15 Splits and Phases- 13: Lenardo Rdfl-405 SB Ramps 06 .-A __1' 08 k \* 4/ Line -Group SBL EBT MT R _SBL _SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4,0 Minimum Split (s) 21,0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23.0 Total Split (°%) 48.9% 48.9% 48.9% 48,9% 51.1% 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 18.0 180 Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s;i 5.5 18.7 Actuated g/C Ratio 0.16 0.55 v/c Ratio 035 0.33 Control Delay 0.8 4.9 Queue Delay 00 0.0 Total Delay 0.8 4.9 LOS A A Approach Delay 4.9 Approach LDS A )nkrsection Summary Area Type: Other Cycle Length: 45 _ Actuated Cycle Length: 34.2 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.35 _ Intersection Signal Delay: 3.3 Intersection LOSS A Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min)15 Splits and Phases- 13: Lenardo Rdfl-405 SB Ramps 06 --OcA s _ 08 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G, Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 192 of 570 Synchro 8 Report Page 24 -- Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps 113/2019 * I bane Group EBL EBT AWB Wk WE -f B- k 'NEI . Nbt f6R _ SBL _._._ 5BT SS . Lane Configurations ++ rrt 0 ++ r* Volume (vph) 171 128 264 0 0 0 0 1145 189 0 932 382 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frl 0.850 0.979 0.850 Flt Protected 0.950 Said. Flow (prot) 3433 3539 1583 0 0 0 1863 3465 0 0 3539 1583 Flt Permitted 0.950 Satd. Flow (perm) 3433 3539 1583 0 0 0 1863 3465 0 0 3539 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 85 51 415 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 186 139 287 0 0 0 0 1245 205 0 1013 415 Shared Lane Traffic (%) Lane Group Flow (vph) 186 139 287 0 0 0 0 1450 0 0 1013 415 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel i Detector 2 Extend (s) 0.0 0.0 0.0 '. Turn Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 25 RESOLUTION NO. 19-068 (Exhibit A) Page 193 of 570 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 1/3/2019 --* _0' -t 'r *-- *-- '1 I !� �► i e Group EBL EBT tBR Wk WET WR #QBE. NST NB -k-' SBL SBT SBI Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21,0 21.0 21-0 21.0 Total Split (s) 21.0 21.0 21.0 34.0 X0 34.0 34.0 Total Split (°%) 38.2% 38.2% 38.2% 618% 618% 61.8% 61.8% Maximum Green (s) 16.0 16.0 16.0 29.0 29.0 290 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4-0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0,0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 12.0 12.0 120 29.9 29.9 29.9 Actuated gIC Ratio 0.23 023 0.23 0.58 0.58 0.5_8 vlc Ratio 0.24 0.17 0.67 0.72 0.50 0.38 Control Delay 16.2 15.5 20.3 11.1 8.3 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 15.5 20.3 11.1 8.3 2.1 LOS B B C B A A Approach Delay 18.0 11.1 6.5 Approach LOS B B A intersection Summa Area Type- Other Cycle Length= 55 Actuated Cycle Length: 51.9 _ Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.72 Intersection Signal Delay: 10.4 Intersection LOS: 8 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 14: S Avalon Blvd & 1405 SB Ramps tD2 --*i]4 - 34 i I F 1 o6 345 Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO- 19-068 (Exhibit A) Page 194 of 570 Synchro 8 Report Page 26 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 1/312019 -•� 4\ t �► (.ane Group EWT EBR rWBL _ Bf _WW -B __-- fBT._-- R 5K S$T S Lane Configurations *' _ r tt +tt it Volume (vph) 0 0 0 91 0 385 374 932 0 0 1226 506 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 I Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0.91 1.00 Frt 0.850 0,850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 0 0 0 1681 1681 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.950 0.178 Satd. Flow (perm) 0 0 0 1681 1681 1583 643 3539 0 0 5085 1583 Right Tum on hied Yes Yes Yes Yes Said. Flow (RTOR) 163 550 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 99 0 418 407 1013 0 0 1333 550 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 0 0 0 49 50 418 407 1013 0 0 1333 550 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Posibon(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 QO OA 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 27 RESOLUTION NO. 19-068 (Exhibit A) Page 195 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 1/3/2019 k_ '� I' �► lane Group V -5 1L EBT E5R WBS. WBT _ WBRWBR - - S SAT SIB. Switch Phase Minimum Initial (s) 40 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21,0 21.0 21.0 Total Split (s) 220 22,0 22.0 68,0 68.0 68.0 68,0 Total Split (%) 24.4°% 24.4% 24.4% 75.6% 75.6% 75.65 75.6% Maximum Green (s) 17.0 17.0 17.0 63.0 63.0 630 63.0 Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 40 4.0 All -Red Time (s) 10 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 50 5.0 5.0 50 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3,0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5,0 5.0 5.0 5,0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 17.0 17,0 17.0 63.0 63.0 63.0 63.0 Actuated g1C Ratio 0.19 0.19 0.19 0.70 0.70 0.70 0,70 v1c Ratio 0.15 0.16 0.97 0.90 0,41 0.37 0,43 Control Delay 32.0 32.1 60.6 38,9 6.3 5.8 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.8 0,0 0.0 Total Delay 32.0 32.1 60.6 38,9 7,0 5.8 1.5 LOS C C E D A A A Approach Delay 55.1 16.2 4.6 Approach LOS E B A Intersection Summa Area Type. Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Acluated-Uncoordinated Maximum vIc Ratio: 0.97 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 57,9% ICU Level of Service B Analysis Period (min)15 Splits and Phases: 15- S Avalon Blvd 81-405 NB Ramps toz 08 5 • 06 Carson IDIF 12.00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc_ RESOLUTION NO. 19-068 (Exhibit A) Page 196 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St bane Group - Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posifion(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases 44 t /0- 1 1 WBL WBR NBT NBR SBL 96T 44 268 tt 228 165 496 263 360 877 1900 1900 1900 1900 1900 1900 16 16 16 16 12 12 0 0 0.92 0 90 0.92 1 0 539 0 1 953 25 0 825 0 25 953 1.00 1.00 0.95 0.95 1.00 0.95 0.943 Right 0.948 Right Left Left 0.972 24 0.950 24 1935 0 3803 0 1770 3539 0.972 12 0.318 12 1935 0 3803 0 592 3539 15 Yes Yes 15 44 268 30 35 45 4544 1360 2482 103.3 26.5 37.6 0.92 0.92 0.92 0.92 0.92 0.92 248 179 539 286 391 953 427 0 825 0 391 953 No No No No No No Left Right Left Right Left Left 28 24 24 0 0 0 12 12 12 0.85 0.85 0.85 0.85 1.00 1.00 15 9 9 15 1 2 1 2 Left Thru Left Thru 20 100 20 100 0 0 0 a 0 0 0 0 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex TO 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm NA Perm NA 2 6 8 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 197 of 570 1/3/2019 Synchro 8 Report Page 29 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/312019 'r k T 1 Lane Group ;NBL W6R NIST,, NBR SBL Y - - - - - - - -- - -- Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4,0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 21.0 540 54.0 54.0 Total Split (%) 28.0% 72.0% 72.0{S 72.0% Maximum Green (s) 96.0 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 00 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5,0. Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5,0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 16.0 49.0 49.0 49.0 Actuated g!C Ratio 0.21 0.65 0.65 065 vlc Ratio 0.96 032 1.01 0.41 Control Delay 61.6 40 67.0 6,8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 61.6 4.0 67.0 68 LOS E A E A Approach Delay 61.6 4.0 24.3 Approach LOS E A C Intersection Summa Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum vlc Ratio. 1.01 Intersection Signal Delay_ 24.0 Intersection LOS- C Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min)15 and Phases: Ib: 5 Main 5t & t "Llan St 1 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W -G. Zimmerman Engineering, Inc. Page 30 RESOLUTION NO. 19-068 (Exhibit A) Page 198 of 570 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/3/2019 ane Tf 6up - . EBL EBT EBR "'WL Wt3T VM IBL W N6R SBt_ 5BT SBI Lane Configurations 1� 0 ) ttt ) ttT Volume (vph) 255 295 110 122 205 72 144 983 126 90 900 183 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane UK Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.959 0.961 0.983 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 2025 0 1770 3855 0 1770 5665 0 1770 5619 0 Flt Permitted 0.568 0.349 0.209 0.209 Satd. Flow (perm) 1058 2025 0 650 3855 0 389 5665 0 389 5619 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 46 36 62 119 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj, Flow (vph) 277 321 120 133 223 78 157 1068 137 98 978 199 Shared Lane Traffic (%) Lane Group Flow (vph) 277 441 0 133 301 0 157 1205 0 98 1177 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 31 RESOLUTION NO. 19-068 (Exhibit A) Page 199 of 570 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 113/2019 __V 11r ~ 4-, 4\ t '0o \ i 4/ Lane Group EBL EBTE=BR Vf1 3l� WF 'PSBR I18 -L 'RBT' .NBA SBL SBT Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7°% 46.7% 46.7% 46.7% 53.3°% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost lime Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5-0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11-0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.4 14.4 14.4 14.4 19.1 19.1 191 19.1 Actualed g/C Ratio 0.33 0.33 0.33 0.33 0.44 0.44 0.44 0.44 vlc Ratio 0-79 0.63 0.62 0.23 0.92 0.48 0.58 0.46 Control Delay 33.3 15.5 28.2 9.5 74.9 9.3 29-5 8,7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 33.3 15.5 28.2 9.5 74.9 9.3 295 8.7 LOS C B C A E A C A Approach Delay 22.4 15.3 16.9 10.3 Approach LOS C B B B Intersection Summa Area Type, Other Cycle Length: 45 Actuated Cycle Length: 43.5 Natural Cycle. 45 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0 92 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 75.1% ICU Level of Service D Analysis Period (min)15 Splits and Phases- 17: S Avalon Blvd & E 213th Sl Carson 1DJF 12.00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 200 of 570 Synchro 8 Report Page 32 74s Is 06 4- 08 Ts Carson 1DJF 12.00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 200 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 � � 'r *- k 4% t Is. 1 -V Lane Gfoue_ EBL ' 'EBT EBR WL WT WR- N T . I�JI3Ft_ SBL _ SB_T SB! Lane Configurations tt ? 0 0 tlf� Volume (vph) 127 541 500 58 395 33 229 342 117 88 432 167 Ideal Flow (vphpl) 9900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (fl) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Frt 0.850 0.988 0.962 0.958 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prof) 1770 3539 1583 1770 3497 0 3433 3405 0 3433 3391 0 Flt Permitted 0.950 0.950 0.950 0.950 Said. Flow (perm) 1770 3539 1583 1770 3497 0 3433 3405 0 3433 3391 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 306 14 76 92 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 138 588 543 63 429 36 249 372 127 96 470 182 Shared Lane Traffic (%) Lane Group Flow (vph) 138 588 543 63 465 0 249 499 0 96 652 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Posifion(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 9 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 9/512018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 201 of 570 Lanes, Volumes, Timings 18; S Figueroa St & W Carson St 1/312019 -A --.-,* f�*-- 'I- *\ t �►♦ .ane Group EBL EBT EBR ML I JW T WMR NBL NBT NBR SBL -SB-T---= Switch Phase Minimum Initial (s) 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (%) 15,0% 35.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 4.0 16.0 4.0 16.0 Yellow Time (s) 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 00 0.0 0.0 0,0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 4.0 17.2 17.2 4.0 13.4 40 18.0 4.0 16.0 Actuated gIC Ratio 0.07 0.30 0.30 0.07 0.23 0.07 0.31 0.07 0.28 vlc Ratio 1.12 0.55 0.79 051 056 1.04 0.45 0.40 0.64 Control Delay 151.0 20.3 19.6 44.0 21.5 103.0 16.2 31.9 19.5 Queue Delay 0.0 0.0 0.0 0.0 00 0.0 00 110 0.0 Total Delay 151.0 20.3 19.6 44.0 21.5 103.0 16.2 30 19.5 LOS F C B D C F B C B Approach Delay 34.2 24.2 45.1 21.1 Approach LOS C C D C Intersection Summery Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.5 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.12 Intersection Signal Delay: 32.1 Intersection LOS, C Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 18: S Figueroa St & W Carson St 401 I c2 4'03 1 --U4 s I F, 9 s is 05 s� o6 a7 ca Carson 1DIF 12-00 pm 9/512018 Existing PM without Protect W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 202 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19: S Main St & W Carson SVE Carson St 1/312019 --* ---p- --v 'r 4-- -4\I * �' '/ Group ERE, EBT tBL BR C BT BR_ 5WL___ ._SBT 8M Lane Configurations tt r ++ If ) ttt ) tO Volume (vph) 114 482 42 101 324 51 156 530 97 159 770 108 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.850 0.850 0.977 0.982 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prat) 1770 3539 1583 1770 3539 1583 1770 4968 0 1770 4994 0 Fit Permitted 0.541 0.417 0.281 0.381 Said. Flow (perm) 1008 3539 1583 777 3539 1583 523 4968 0 710 4994 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 46 55 101 70 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47,6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 124 524 46 110 352 55 170 576 105 173 837 117 Shared Lane Traffic (%) Lane Group Flow (vph) 124 524 46 110 352 55 170 681 0 173 954 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posifion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 203 of 570 Lanes, Volumes, Timings 19- S Main St & W Carson WE Carson St 113/2019 Lane Group EBL EBT EBR WBL WBT WBR NEIL NBT NP . SBL SBT SB_ Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21,0 21.0 21.0 21.0 Total Splits) 21.0 21.0 21.0 21,0 21,0 21.0 29.0 29.0 29.0 29.0 Total Split (%) 42.0/0 42.0% 420% 42.0% 42.0% 42.0% 58.0% 58.0% 58.0% 58.0° Maximum Green (s) 16,0 16.0 16-0 16.0 16.0 160 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 40 40 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1,0 10 1.0 1.0 1-0 1,0 1,0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0-0 0.0 00 0.0 0.0 0.0 0,0 Total Lost Time (s) 5-0 5.0 5.0 5.0 5,0 5.0 5.0 5,0 5,0 5,0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 50 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 13,0 13.0 13.0 130 13.0 13,0 24.1 24.1 24.1 24,1 Actuated g+C Ratio 0.28 4.28 0.28 0.28 0.28 0.28 0.51 0.51 0.51 0.51 v1c Ratio 0-45 0,54 0.10 0.51 0.36 0.12 0.64 0.26 0.48 0-37 Control Delay 19.5 16.5 5.3 23.6 14.6 5,1 25-3 6.2 14.2 7.3 Queue Delay 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 00 Total Delay 19,5 16-5 5.3 23.6 14.6 5,1 25.3 6.2 14.2 73 LOS B B A C B A C A B A Approach Delay 16.3 15.5 10.0 8.4 Approach LOS B B B- A Nnterseciian Summary Area Type. Other Cycle Length: 50 Actuated Cycle Length: 47.1 Natural Cycle: 50 Control type: Actuated -Uncoordinated Maximum vlc Ratio: 0.64 Intersection Signal Delay: 11.7 Intersection LOS: B Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period (min)15 Solits and Phases: 19: S Main St & W Carson SUE Carson St L 295 218 41-- 06 08 s Ems Carson IDIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 204 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St EBL. EBT EBR Wk -WB-T- WR ' W: 'WT 1/3/2019 SBT..__ 'BBF Lane Configurations M * II Lane Group EBL. EBT EBR Wk -WB-T- WR ' W: 'WT WB R -ER SBT..__ 'BBF Lane Configurations M +T# 0 ) +fl� I t+T Volume (vph) 166 621 71 380 356 101 75 754 464 227 780 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.985 0.967 0.943 0.983 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3486 0 3433 3422 0 1770 4795 0 1770 4999 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3486 0 3433 3422 0 1770 4795 0 1770 4999 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 12 38 173 26 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 180 675 77 413 387 110 82 820 504 247 848 105 Shared Lane Traffic (%) Lane Group Flow (vph) 180 752 0 413 497 0 82 1324 0 247 953 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex C1+Ex CI+Ex Detector 2 Channel ti Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-069 (Exhibit A) Page 205 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 -A -► --v 'e- 4- k- 4\ t /0' e Group EBL EBT ERR WSL WST WBR NEIL NBT NBR SBL SBT SBS Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4-0 4,0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 90 21.0 Total Split (s) 14.0 25.0 16.0 27.0 14.0 31.0 18.0 35.0 Total Split (%) 15-6% 27.8% 17.8% 30.0% 15.6% 34.4% 20.0% 38.9% Maximum Green (s) 9.0 20.0 11.0 22.0 9.0 26.0 130 30.0 Yellow Time (s) 4.0 4.0 4.0 40 40 4.0 40 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5.0 5.0 5-0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 8.6 20.0 11.0 22.4 8.2 26.0 130 33.0 Actuated g/C Ratio 0.10 0-22 0.12 0.25 0.09 0.29 0.14 0.37 vlc Ratio 0.55 0.96 0.99 0.57 0-51 0.88 0.97 0.52 Control Delay 45.4 58.9 81.8 30.3 50.2 34.5 896 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.4 58.9 81.8 30.3 50.2 34.5 896 23.7 LOS D E F C D C F C Approach Delay 56.3 53.6 35.4 37.2 Approach LOS E D D D ntersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.99 Intersection Signal Delay: 44.0 Intersection LOS: D Intersection Capacity Utilization 84,5% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St 1001 102 • o3 X134 189" 1 `31s 15s ?s 05 1 � 06 07 08 4-1b5z 22 Carson IDIF 12:00 pm 915/2018 Existing PM without Project W.G- Zhmerman Engineering, Inc. RESOLUTION NO- 19-068 (Exhibit A) Page 206 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 113/2019 bane Groin _ _ EBIB T'. ^4 _ JBL �N_BT _ 'NSR + -5BE SB_T-_ SB Lane Configurations tt ?I ) +tt V r Volume (vph) 15 1021 786 106 954 0 31 0 55 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane UGI. Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0.264 0.230 0.950 Satd. Flow (perm) 443 3185 1425 386 4577 0 1593 0 1425 0 0 1676 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 854 60 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 362 8.0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0-92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 16 1110 854 115 1037 0 34 0 60 0 0 0 Shared Lane Traffic [96) Lane Group Flow (vph) 16 1110 854 115 1037 0 34 0 60 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Posilion(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Deteclar 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Protected Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson IDIF 12:00 pm 915/2018 Existing PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 207 of 570 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 1/312019 .A - • -.V "�- 4-- 4"4\ t �►l Lane Grow EBL EBT EBR WBL BT SR NBL NBT NBR SBL. SBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 40 4.0 40 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 21.0 Total Split (%) 65.0°% 65.0% 65,0°% 65.0% 65.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 110 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 28.7 28.7 28.7 28.7 28.7 6.7 6.7 Actuated g/C Ratio 0.63 0.63 0.63 0.63 0.63 0.15 0.15 vlc Ratio 0.06 0.55 0.70 0.48 0.36 0.15 0.23 Control Delay 3.8 5.9 4.1 12.3 4.3 20.8 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 3.8 5.9 4.1 12.3 4.3 20.8 9.2 LOS A A A B A C A Approach Delay 5.1 5.1 Approach LOS A A )nterseotion Summary Area Type: CBD Cycle Length: 60 Actuated Cycle Length: 45.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio- 0.70 Intersection Signal Delay: 5.4 Intersection LOS: A Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min)15 Solits and Phases, 21:1405 SB Ramos & E Carson St a2� 215 1 L39s 06 08 Carson IDIF 12:00 pm 91512018 Existing PM without Pro4ect W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19.068 (Exhibit A) Page 208 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22: Recreation Rd/1-405 NB Ramps & E Carson St EBT SBL R WB WBT WBR ~.HBI: 113/2019 NBR 5BL -S B Sf3 Lane Configurations F Grou EBT SBL R WB WBT WBR ~.HBI: NBT NBR 5BL -S B Sf3 Lane Configurations f f if 4 Volume (vph) 118 932 35 23 652 379 35 20 20 38 8 398 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane UK Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.969 0.961 Said. Flow (prof) 1770 3522 0 1770 3539 1583 0 1805 1583 0 1790 1583 At Permitted 0.330 0.208 0.846 0.804 Said. Flow (perm) 615 3522 0 387 3539 1583 0 1576 1583 0 1498 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 9 412 44 117 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 128 1013 38 25 709 412 38 22 22 41 9 433 Shared Lane Traffic (°�) Lane Group Flow (vph) 128 1051 0 25 709 412 0 60 22 0 50 433 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 12:00 pm 91512018 Existing PM without Project Synchro 8 Report W.G, Zimmerman Engineering. Inc. Page 41 RESOLUTION NO. 19-068 (Exhibit A) Page 209 of 570 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 113/2019 � �� �� 4__ *\ T �►1 ane Guru EBL EBT F -13R WBL WBT 4�BR NEIL NBT--NW--M - -� SQL SB Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 Minimum Split (s) 21.0 21,0 21.0 21.0 21.0 21.0 21.0 21,0 21.0 21,0 21.0 Total Split (s) 26.0 26.0 26.0 26.0 26.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (%) 52.0% 52.0% 52.0% 52.0% 52.0% 48.0% 48.0% 48.0% 48.0% 48.0°% 48.0°% Maximum Green (s) 21.0 21,0 21.0 21.0 21.0 19.0 19.0 19,0 19.0 19.0 19,0 Yellow Time (s) 4.0 4.0 4.0 40 4.0 4,0 4.0 4.0 4.0 4.0 40 All -Red Time (s) 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 Lost Time Adjust (s) 0,0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 00 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 110 11.0 11.0 11.0 11.0 11.0 110 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 19,2 19.2 19.2 19.2 19.2 19.1 19.1 19.1 19.1 Actuated g1C Ratio 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 040 We Ratio 0.52 0,75 0.16 0.50 0.47 0.10 0,03 0.08 0,62 Control Delay 20.1 16.2 12.3 12.3 33 10.5 2.1 10.5 13.7 Queue Delay 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 00 Total Delay 20.1 16.2 12.3 12.3 3.3 10.5 2.1 10.5 137 LOS C B B B A B A B B Approach Delay 16.6 9.1 8.3 13,3 Approach LOS B A A B Intersection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length. 48.3 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.75 Intersection Signal Delay: 12.8 Intersection LOS- B Intersection Capacity Utilization 58.5°% ICU Level of Service B Analysis Period (min)15 and Phases: 22: Recreation Rdl1-405 NB Ramps & E Carson St ■-- 08 Carson I DIF 12:00 pm 9/512018 Existing PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 210 of 570 Synchro 8 Report Page 42 r� ICity of Carson Interim Development and Soundwall Impact Fee Existing + Development RESOLUTION NO. 19-068 (Exhibit A) Page 211 of 570 Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Ramps 113/2019 t 1 cane Grouo WBL WBR NBT NBR S8L SBT Lane Configurations T� I TT Volume (vph) 0 0 853 63 83 875 Ideal Flow fvphpl} 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 095 Frt 0.990 Flt Protected 0.950 Satd. Flow (pro!) 0 0 3504 0 1770 3539 Flt Permitted 0 950 Satd. Flow (perm) 0 0 3504 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 ravel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj, Flow (vph) 0 0 927 68 90 951 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 995 0 90 951 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 1.2 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 _ 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Yield Free Free Inlers,ecW Summary Area Type: Other Control Type: Unsigna�ized _ Intersection Capacity Utilization 50.0° ICU Level of Service A Analysis Period (min)15 Carson IDIF 12:00 pm 9/5/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 212 of 570 Synchro 8 Report Page 1 Lanes, Volumes, Timings 2: S Fi ueroa St & 1-405 NB Ramps 1/3/2019 f- 4- t �► l Fane Group 'WB --L WK NBT' NBR SBL 5113T Lane Configurations Vi r ++ }} Volume (vph) 197 292 913 0 0 706 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0-92 0.92 0.92 0.92 Adj. Flow (vph) 214 317 992 0 0 767 Shared Lane Traffic (%) Lane Group Flow (vph) 214 317 992 0 0 767 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Tuming Speed (mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary _ Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.0% ICU Level of Service A Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 213 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/312019 II [ane group EBL E13T 5BR ML W8T Wl3R NB_L_ NBT WEIR WL SBTX Lane Configurations '* +1 ff Volume (vph) 26 96 11 0 0 0 0 749 81 89 755 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 9900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 250 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane lilt!. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.984 0,985 Flt Protected 0 950 0.950 Satd. Flow (prat) 1770 1833 0 0 0 0 0 3486 0 1770 3539 0 Flt Permitted 0 950 0,950 Said, Flow (perm) 1770 1833 0 0 0 0 0 3486 0 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 11 23 Link Speed (mph) 40 40 45 45 Link Distance (ft) 607 169 2341 290 Travel Time (s) 10.3 2.9 35.5 44 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 092 Adj. Flow (vph) 28 104 12 0 0 0 0 814 88 97 821 0 Shared Lane Traffic (%) Lane Group Flow (vph} 28 116 0 0 0 D 0 902 0 97 821 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Lett I -eft Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0,0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector i Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Prot NA NA Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 2 1 6 Carson IDI F 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering. Inc. Page 3 RESOLUTION NO. 19-068 (Exhibit A) Page 214 of 570 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/312019 ane Group EBT EBR Wk W9T' WER NBL 4BT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 21.0 21.0 24.0 10.0 34.0 Total Split (%) 38.2% 38.2% 43.6% 18.2% 61.8% Maximum Green (s) 16.0 16.0 19.0 5.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost-iTrme Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dani Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effcl Green (s) 8.1 8.1 25.4 5.0 33.4 Actuated g1C Ratio 0.17 0.17 0.52 0.10 0.69 vlc Ratio 0.09 0.37 0.49 0.53 0.34 Control Delay 16.8 19.3 11.5 34.1 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.2 Total Delay 16.8 19.3 11.5 34.1 5.1 LOS B B B C A Approach Delay 18.8 11.5 8.1 Approach LOS B B A 16fersection Summa Area Type: Other Cycle Length- 55 Actuated Cycle Length: 48.5 Natural Cycle. 55 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.53 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 59.3% ICU Level of Service B Analysis Period (min)15 ana Phases: 3: 5 Main 5t & I -4u5 Sti Carson IDIF 12.00 pm 9/5/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 215 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps4 1/3/2019 -A --p- "t~ t II i bane Group EBL EBT rEA IJL WBT WBR NBL NBT IVBR SBL .58T Lane Configurations 4T* 1 T+ Volume (vph) 0 0 0 87 377 194 29 746 0 0 782 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 190D 1900 Lane Util. Factor 1,00 1.00 1.00 0.95 0.95 0.95 1.00 0,95 1.00 1.00 0.95 095 Frt 0.956 0.986 Flt Protected 0.993 0.950 Satd. Flow (prot) 0 0 0 0 3360 0 1770 3539 0 0 349D 0 Flt Permitted 0 993 0.243 Said. Flow (perm) 0 0 0 0 3360 0 453 3539 0 0 3490 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 85 31 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11,0 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 Adj. Flow (vph) 0 0 0 95 410 211 32 811 0 0 850 90 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 716 0 32 811 0 0 940 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turing Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 00 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0,0 0.0 0.0 0.0 Detector 1 Delay (s) 00 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Splits) 21,0 21.0 21.0 21.0 21.0 Carson IDIF 12;00 pm 915/2018 Existing AM plus Project Synchro 8 Report W G. Zimmerman Engineering, Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 216 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/32019 .A 'e- t 4\ t �► l ane Group _ETL EBT EBR WBL '+WBT -WB--R MBK ' NIBT NW ML Wr _$7@9 Total Split (s) 21.0 21.0 24.0 24.0 24.0 Total Split (°%) 46.7°% 46.7°% 53.3% 53.3% 53.3° Maximum Green (s) 16.0 16.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 Act Effct Green (s) 13.3 19.1 19.1 19.1 Actuated g/C Ratio 0.31 0.45 0.45 0.45 vic Ratio 0.64 0.16 0.51 0.59 Control Delay 13.8 10.4 10.3 10.9 Queue Delay 0.0 0.0 0.1 0.0 Total Delay 13.8 10.4 10.4 10.9 LOS B B B B Approach Delay 13.8 10.4 10.9 Approach LOS B B B tersec#iori Summ Area Type: Other Cycle Length: 45 Actuated Cycle Length 42.4 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.64 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 59.3°% ICU Level of Service B Analysis Period (min)15 and Phases: 4: S Main St & 1405 NB Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 217 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1/3/2019 s -• *-,* 'r A--- k *\ t �► 1 bane Group EBL EBT fBR ML WOT WBR NSL NBT_ SBL MT M11 Lane Configurations I ++T t? rrt +t rrt tt r Volume (vph) 150 691 98 275 1162 166 196 725 490 57 379 437 ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 1.00 0,91 091 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.981 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 4989 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 4989 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 28 206 400 267 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 13.5 418 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 163 751 107 299 1263 180 213 788 533 62 412 475 Shared Lane Traffic (°%) Lane Group Flow (vph) 163 858 0 299 1263 180 213 788 533 62 412 475 Enter Blocked Intersection No No No No No No No No No No No No Lane Al.gnment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 _ Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1 GO 1,00 1.00 1.00 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex Ct+Ex CI+Ex Ci+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0A 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0,0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posihon(ft) 94 94 94 94 i Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 218 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 113/2019 ntersectfan SumSumma Area Type: Other Cycle Length: 90 Actuated Cycle Length- 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.99 Intersection Signal Delay: 42.0 Intersection LOS: D Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min)15 and Phases: 5: S Fioueroa Sl & W Del Amo Blvd Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 8 RESOLUTION NO. 19-068 (Exhibit A) Page 219 of 570 t --* --t ,-*-- 4�-4\ t /0 \0. 1 4/ bane droop EBL EBT EC_R T -EA NBA W 14 -BR SBL SBT S9 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4-0 4.0 4.0 4.0 40 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 90 21.0 21.0 Total Split (s) 14.0 28.0 24.0 38.0 38.0 16.0 29.0 29.0 9.0 22.0 22.0 Total Split (%) 15.6% 31.1% 26.7% 42.2% 42.2% 17.8% 32.2% 32.2% 10.0% 24.4% 24.4% Maximum Green (s) 9.0 23.0 19.0 33.0 33.0 11.0 24.0 24.0 4.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3-0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 110 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.0 24.1 17.9 33.0 33.0 11.0 25.8 25.8 4.0 17.0 17.0 Actuated g/C Ratio 0.10 0.27 0.20 0.37 0.37 0.12 0.29 0.29 0.04 0.19 0.19 vlc Ratio 0.92 0.63 0.85 0.97 0.25 0.99 0.78 0.72 0.79 0.62 0.92 Control Delay 92.4 30.8 57.8 48.7 3.0 99.9 36.6 14.2 101.7 38.1 41.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Total Delay 92.4 30.8 57.8 48.7 3.0 99.9 36.6 142 101.7 38.1 41.7 LOS F C E D A F D B F D D Approach Delay 40.6 45.5 37.6 44.0 Approach LOS D D D D ntersectfan SumSumma Area Type: Other Cycle Length: 90 Actuated Cycle Length- 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.99 Intersection Signal Delay: 42.0 Intersection LOS: D Intersection Capacity Utilization 82.5% ICU Level of Service E Analysis Period (min)15 and Phases: 5: S Fioueroa Sl & W Del Amo Blvd Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 8 RESOLUTION NO. 19-068 (Exhibit A) Page 219 of 570 Lanes, Volumes, Timings 6= S Main St & W Del Amo Blvd/E Dei Amo Blvd 1/312019 } --I. --v 1` 4--- k 4\ I l,P \11O. t 4/ Lane Group EBL EBT €FB'i WK WT _tit NBL NBTi -N9--R- SQL WT SB Lane Configurations I 01� ) 4fi +t T� Volume (vph) 199 865 211 221 1201 72 176 574 246 68 523 186 Ideas Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes t 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 095 0.95 1.00 0.95 0.95 Fri. 0.971 0.992 0.955 0.961 Flt Protected 0.950 0 950 0.950 0 950 Said. Flow (prat) 1770 4938 0 1770 5045 0 1770 3380 0 1770 3401 0 Flt Permitted 0.950 0.950 0.950 0 950 Said, Flow (perm) 1770 4938 0 1770 5045 0 1770 3380 0 1770 3401 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 61 10 77 53 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 216 940 229 240 1305 78 191 624 267 74 568 202 Shared Lane Traffic (%) Lane Group Flow (vph) 216 1169 0 240 1383 0 191 891 0 74 770 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Leii Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 00 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19.068 (Exhibit A) Page 220 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 ane brow EBL � EBR WNL WB SBR = NBL NBT BR SBI_ SBS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 17.0 27.0 20.0 30.0 15.0 33.0 10.0 28.0 Total Split (%) 18.9% 30,0% 22.2% 33.3% 16.7% 36.7% 11.1% 31.1% Maximum Green (s) 12.0 22.0 15.0 25.0 10.0 28.0 5.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehlc a EExte" sin (s) 3.0 3.0 3.0 3.0 3A 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 12.0 22.6 14.4 25.0 10.0 30.0 5.0 23.0 Actuated g►C Ratio 0.13 0.25 0.16 0.28 0.11 0.33 0.06 0.26 v►c Ratio 0.92 0.91 0.85 0.98 0.97 0.76 0.76 0.85 Control Delay 81.0 43.2 63.4 53.1 100.6 30.0 85.8 40.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.0 43.2 63.4 53.1 100.6 30.0 85.8 40.0 LOS F D E D F C F D Approach Delay 49-1 54.7 42.5 44.0 Approach LOS D D D D �lersecdon Summary.._..._ .. _.. -- =----- -- _...------• - - ---.� Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.98 Intersection Signal Delay: 48.6 Intersection LOS: D Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 10 RESOLUTION NO. 19-068 (Exhibit A) Page 221 of 570 Lanes, Volumes, Timings 7- Stamps Dr & E Del Amo Blvd 1/3/2019 _ 4 bane Group EBL EBT EBR WBL WN Wl3R WEL. BT BR SBL SBT_ 99H Lane Configurations ++ r ft 4 r T r Volume (vph) 0 1042 73 23 1390 0 57 0 36 0 0 0 Idea: Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 100 095 1.00 0.95 0.95 1.00 1.00 0.95 0 95 Fri 0.850 0.850 Flt Protected 0.950 0.950 0.950 Sald. Flow (prat) 1863 3539 1583 1770 3539 0 1681 1681 1583 1863 1770 1770 Flt Permitted 0.121 0.950 0.950 Satd. Flow (perm) 1863 3539 1583 225 3539 0 1681 1681 1583 1863 1770 1770 Right Turn on Red Yes Yes Yes Yes Sald. Flow (RTOR) 95 95 Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 Peak Hour Factor 0.92 0-92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1133 79 25 1511 0 62 0 39 0 0 0 Shared Lane Traffic (%) 50°% 0°% Lane Group Flow (vph) 0 1133 79 25 1511 0 31 31 39 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Righl Left Left Right Median Width(ft) 24 24 12 12 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6_ Detector 2 Type C1+ -Ex CI+Ex CI+Ex CI+Ex _ Detector 2 Channel Detector 2 Extend (s) 0.0 00 0.0 0.0 Turn Type Perm NA Perm Perm NA Split NA Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 12:00 pm 9/5/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc Page 11 RESOLUTION NO -19-068 (Exhibit A) Page 222 of 570 Lanes Volumes, Timings 7: Stamps Dr & E Def Amo Blvd 11312019 roup EBL EBT EBR WBL WBT WBR NBL BT - gRS LT � Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 47.5% 47.5% 47.5% 47.5% 47.5% 26.3% 26.3% 26.3% 26.3% 26,3% 26.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 33.0 33.0 33.0 16.0 16.0 16.0 Actuated g/C Ratio 0.41 0.41 0.41 0.41 0.20 0.20 0.20 vfc Ratio 0.78 0.11 0.27 1.04 009 0.09 0.10 Control Delay 24.8 3.0 25.1 58.3 27.0 27.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 3.0 25.1 58.3 27.0 27.0 0.5 LOS C A C E C C A Approach Delay 23.4 57.8 16.8 Approach LOS C E B ntersection gummary Area Type: Other Cycle Length- 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.04 Intersection Signal Delay: 41.7 Intersection LOS: D Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit: A) Page 223 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 bane Group EBL 'EST EBR WK WBT WBR NBL NBT N9k SBL $BT f Lane Configurations ++ rrt ++ ) fft r )) Volume (vph) 384 637 97 181 845 98 297 1079 297 166 678 384 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane UGI, Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 091 0.91 Fri 0.850 0.850 0.850 0.946 Flt Projected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4811 0 Fit Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4811 0 Right Tura on Red Yes Yes Yes Yes Satd. Flow (RTOR) 169 218 323 123 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 417 692 105 197 918 107 323 1173 323 180 737 417 Shared Lane Traffic (%) Lane Group Flow (vph) 417 692 105 197 918 107 323 1173 323 180 1154 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left I -eft Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1,.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detectoi 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel _ Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 1200 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 224 of 570 Lanes, Volumes, Timings 8; S Avalon Blvd & E Del Amo Blvd 113/2019 Lane rou EBL EBTER B_L WBT WBR NBL NBT NEIR SBL saT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 40 4.0 40 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 27.0 35.0 35.0 21.0 29.0 29.0 220 43.0 43.0 110 32.0 Total Split (%) 24.5% 31.8% 31.8% 19.1% 26.4% 26.4% 20.0% 391% 39.1% 10.0% 29.1% Maximum Green (s) 22.0 30.0 30.0 16.0 24.0 240 17.0 38.0 38.0 6.0 27.0 Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 10 10 1.0 10 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Made None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 22.0 30.9 30.9 15.1 24.0 24.0 17.0 38.0 38.0 6.0 27.0 Actuated gIC Ratio 0.20 0.28 0,28 0.14 0.22 0.22 0.15 0.35 0.35 0.05 0.25 vlc Ratio 1.18 0.70 019 0.81 1.19 0.21 1.18 0.67 0.43 0.96 0.91 Control Delay 145.3 40.0 1.3 71.7 136.4 0.9 154.8 32.9 4.7 109.5 47.2 Queue Delay 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 145.3 40.0 1.3 71.7 136.4 0.9 154.8 32.9 4.7 109.5 47.2 LOS F D A E F A F C A F D Approach Delay 72.8 114.1 49.5 55.6 Approach LOS E F D E tersec1T0_n"Summary Area Type' Other Cycle Length:110 Actuated Cycle Length* 110 Natural Cycle: 120 Control Type: Semi Act-UnCDord Maximum We Ratio: 1.19 Intersection Signal Delay: 70.1 Intersection LOS: E Intersection Capacity Utilization 99.4% ICU Level of Service F Analysis Period (min)15 Carson ID IF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 225 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams 1/3/2019 -A --* 4\ t l j ane Group EBL EBR NBL---'NBT -98T Lane Configurations )y ++ ++ r Volume (vph) 671 333 702 756 485 253 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane Wit. Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frl 0.950 0.850 Flt Protected 0.968 0.950 Sald. Flow (prat) 3323 0 3433 3539 3539 1583 Flt Permitted 0.968 0.456 Satd. Flow (perm) 3323 0 1648 3539 3539 1583 Right Tum on Red Yes Yes Satd. Flow (RTOR) 192 275 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 729 362 763 822 527 275 Shared Lane Traffic [96) Lane Group Flow (vph) 1091 0 763 822 527 275 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 100 1.00 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex C1+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 QO 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CJ+Ex C1+Ex Detector 2 Channel Detector 2 Extend (s) � 0.0 0.0 Tum Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 12.00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 226 of 570 Synchro 8 Report Page 15 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams 113/2019 kkrse66n Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 49.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.96 Intersection Signal Delay: 21.7 Intersection LOS: C Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 227 of 570 Synchro 8 Report Page 16 -.4 - 4\ T 1 *_ bane Group EBL E13R E- NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 29.0 29.0 29.0 29.0 Total Split (%) 42.0% 58.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1A 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 15.8 24.0 24.0 24.0 24.0 Actuated gIC Ratio 0.32 0.48 0.48 0.48 0.48 vlc Ratio 0.92 0.96 0.48 0.31 0.30 Control Delay 28.7 40.3 10.0 8.5 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.7 40.3 10.0 8.5 2.3 LOS C D A A A Approach Delay 28.7 24.6 6.4 Approach LOS C C A kkrse66n Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 49.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.96 Intersection Signal Delay: 21.7 Intersection LOS: C Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 227 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/3!2019 'r k t 1 ML YW5A NBT 'NBR SBL SBT Lane Configurations *t r +T ++ Volume (vph) 25 32 920 61 59 918 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 145 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Lane UGI, Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.850 0.991 Flt Protected 0.950 0.950 Sald. Flow (prot) 1770 1583 3507 0 1770 3539 Flt Permilled 0.950 0.263 Satd. Flow (perm) 1770 1583 3507 0 490 3539 Right Turn ori Red Yes Yes Satd. Flow (RTOR) 35 18 Link Speed (mph) 25 45 45 Link Distance (ft) 479 971 534 Travel Time (s) 13.1 14.7 8.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 27 35 1000 66 64 998 Shared Lane Traffic (%) Lane Group Flow (vph) 27 35 1066 0 64 998 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Leff Right Leff Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mplt) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thm Leading Detector (ft) 20 20 100 20 100 Trailing Detector (fl) 0 0 0 0 0 Detector 1 Posilion(ft) 0 0 0 0 0 Detector 1 Size(fl) 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 00 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 _ Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Detector Phase 8 8 2 6 6 Carson IDIF 12.00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 17 RESOLUTION NO. 19-068 (Exhibit A) Page 228 of 570 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/312019 niergection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 45.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.35 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min)15 ano rnases: iu: 5 Main br a uenarao Ko Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 229 of 570 Synchro 8 Report Page 18 'r k t /0. \0. 1 Lane Group WBL WBR NBT NBR SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21,0 Total Split (s) 21.0 21.0 29.0 29.0 29.0 Total Split (%) 42.0% 42.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 16.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 Act Effct Green (s) 6.3 63 39.3 39.3 39.3 Actuated g/C Ratio 0.14 0.14 0.86 0.86 0.86 vlc Ratio 0.11 0.14 0.35 0.15 0.33 Control Delay 18.5 9.1 2.8 4.0 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.5 9.1 2.8 4.0 2.7 LOS B A A A A Approach Delay 13.2 2.8 2.8 Approach LOS B A A niergection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 45.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.35 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min)15 ano rnases: iu: 5 Main br a uenarao Ko Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 229 of 570 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1=6L WT OR 'WBL WBT WBR NBL 113!2019 NRR SBL SB Lane Configurations Fj � Lane Group 1=6L WT OR 'WBL WBT WBR NBL 'NBF NRR SBL SB Lane Configurations Fj � ++ 0 1 T+ r Volume (vph) 646 529 159 59 537 3 179 604 58 81 334 428 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.95 1,00 0.95 1.00 1.00 0.95 0.95 1.00 0,.95 1.00 Frt 0 976 0.850 0 987 0,850 At Protected 0 950 0.984 0.950 0.950 0.950 Sald. f=low (prot) 1610 3690 0 1770 3539 1583 1770 3959 0 1770 3539 1583 Flt Permitted 0.427 0.655 0.183 0 535 0.248 Satd. Flow (perm) 724 2456 0 341 3539 1583 997 3959 0 462 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 56 36 16 286 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 702 575 173 64 584 3 195 657 63 88 363 465 Shared Lane Traffic (4fi) 50% Lane Group Flow (vph) 351 1099 0 64 584 3 195 720 0 88 363 465 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 100 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex Cl+Ex CI+Ex CI+Ex Cl+Ex Ci+Ex CI+Ex Cl+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detector 2 Posibon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex C1+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 230 of 570 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/312019 -ane Group #-BL BT E914 WOL WbT W911 NBL NBT. NBR SBL SBT SffA Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Spltf(s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 21.0 21.0 21.0 Total Split (°/a) 65.0% 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None gone None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 31.4 31.4 31.4 31.4 31.4 16.1 16.1 16.1 16.1 16.1 Actuated g/C Ratio 0.55 0.55 0.55 0.55 0.55 0.28 0.28 0.28 0.28 0.28 vlc Ratio 0.89 0.81 0.34 0.30 0.00 0.70 0.64 0.68 0.37 0.72 Control Delay 40.2 15.5 13.3 7.4 0.0 37.0 21.7 51.6 18.8 15.7 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.2 15.7 13.3 7.4 0.0 37.0 21.7 51.6 18.8 15.7 LOS D B B A A D C D B B Approach Delay 21.6 8.0 24.9 20.4 Approach LOS C A C C Lntersection Surnmary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.89 Intersection Signal Delay: 19.9 Intersection LOS: B Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 11: S Figueroa St & W Torrance Blvd L -*04 '399 4l .6 - 08 1_395 Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 231 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12: S Main St & W Torrance BIvd1E Torrance Blvd 11312009 --* --p- --v f- 4- 4- t �► 1 -0/ Lane Group E SL EBT EBR ML MT WBR RBL NBT NSR SBL SBT MR Lane Configurations 4 r 4+ 0 ++ Volume (vph) 328 23 253 10 75 35 383 694 9 12 553 302 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Li il. Factor 1 00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Fit 0.850 0.961 0.998 0.850 Flt Protected 0.955 0.996 0.950 0.950 Said. Flow (prat) 0 1779 1583 0 2021 0 3433 4003 0 1770 3539 1583 Fit Permitted 0.711 0.960 0.401 0.311 Said. Flow (perm) 0 1324 1563 0 1948 0 1449 4003 0 579 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 177 38 3 308 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 42.3 14.7 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 357 25 275 11 82 38 416 754 10 13 601 328 Shared Lane Traffic (%) Lane Group Flow (vph) 0 382 275 0 131 0 416 764 0 13 601 328 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Might Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posilion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perin Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Carson IDIF 12:00 pm 9!512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 232 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 � � ";III, qf, � � 4\ 1 41 Gane Group _ _ EBL EBT EBR WB -L' WBT WBR NEL NBT ABR §3_L _S 7B Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 29.0 29.0 29.0 29.0 29.0 31.0 31.0 31.0 31.0 31.0 Total Split (%) 48.3% 48.3% 48.3% 48.3% 48.3% 51.7% 51.7% 51.7% 51.7% 51.7% Maximum Green (s) 24.0 24.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 20.2 20.2 20.2 26.2 26.2 26.2 26.2 26.2 Actuated g/C Ratio 0.36 0.36 0.36 0.46 0.46 0.46 0.46 0.46 vlc Ratio 0.81 0.40 0.18 0.62 0.41 0.05 0.37 0.37 Control Delay 31.1 6.9 9.5 17.7 11.6 10.6 11.4 3.3 Queue Delay 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 6.9 9.5 17.7 11.6 10.6 11.4 3.3 LOS C A A R B B B A Approach Delay 21.0 9.5 13.7 8.6 Approach LOS C A B A jnferieclion Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 56.5 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 12: S Main St & W Torrance B1vd1E Torrance Blvd ` 92 -*04 29s p6 08 29S Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 233 of 570 Synchro 8 Report Page 22 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 1113/2019 ane Group EBL EBT W T W9 SBL _ 1111711 _ Lane Configurations + Volume (vph) 35 70 12 346 219 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 1 2 1 Taper Length (ft) 25 25 Lane U61. Factor 1.00 0.95 1.00 1.00 0.97 100 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 3539 1863 1583 3433 1583 Flt Permitted 0.749 0,950 Sald. Flow (perm) 1395 3539 1863 1583 3433 1583 Right Tum on Red Yes Yes Sald. Flow (RTOR) 376 64 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 092 0,92 0.92 0.92 0.92 Adj. Flow (vph) 38 76 13 376 238 64 Shared Lane Traffic (%) Lane Group Flow (vph) 38 76 13 376 238 64 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1,00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Righl Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 OA Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Q+Ex C1+Ex Detector 2 Channel Detector 2 Extend (s) 00 0.0 Tum Type Perm NA NA Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 12:00 pin 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 23 RESOLUTION NO. 19-068 (Exhibit A) Page 234 of 570 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Rams 1/312019 Analysis Period (min)15 and Phases: 13: Lenardo Rdl1405 SB Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 235 of 570 Synchro 8 Report Page 24 baneGroup EBL EBT WBT WBR SBI SSR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23.0 Total Split (%) 48.9% 48.9% 48.9% 48.9% 51.1% 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 - Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 7.7 7.7 7.7 7.7 19.2 19.2 Actuated gIC Ratio 0.21 0.21 0.21 0.21 0.52 0.52 vlc Ratio 0.13 0.10 0.03 0.60 0.13 0.08 Control Delay 11.9 11.1 10.6 6.3 5.6 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.9 11.1 10.6 6.3 5.6 2.6 LOS B B B A A A Approach Delay 11.4 6.4 5.0 Approach LOS B A A nlersectiora Summa ._ _. . T . Area Type: Other Cycle Length: 45 Actuated Cycle Length: 36.9 Natural Cycle- 45 Control Type: Semi Act-Uncoord Maximum v!c Ratio: 0.60 Intersection Signal Delay: 6.6 Intersection LOS: A Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min)15 and Phases: 13: Lenardo Rdl1405 SB Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 235 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams rBL EBT EBS 'NBL 'MT -Wk NBL _NHT 1/312019 -A --0- ";llip ,r 4-- 4,- Lane Configurations 4 i ft if I t bane Grower rBL EBT EBS 'NBL 'MT -Wk NBL _NHT NBR SBL 897 8134 Lane Configurations ► ft if '� 'fit r Volume (vph) 669 73 501 0 0 0 86 1230 153 0 846 470 Ideal Flow (vphpa) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 100 Frt 0.850 0.983 0.850 Flt Protected 0.950 0.950 Sald. Flow (prot) 3433 3539 1583 0 0 0 1770 3479 0 0 3539 1583 Flt Permitted 0.950 0.249 Sald. Flow (perm) 3433 3539 1583 0 0 0 464 3479 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 91 34 511 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 Adj. Flow (vph) 727 79 545 0 0 0 93 1337 166 0 920 511 Shared Lane Traffic (°%) Lane Group Flow (vph) 727 7:e 545 0 0 0 93 1503 0 0 920 511 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Posilion(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 12:00 pm 9!512018 Existrig AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 25 RESOLUTION NO. 19-068 (Exhibit A) Page 236 of 570 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 1/312019 bane Group HL E@T 1t3Ft ML Btu NKL -W-NW C W�B Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 40 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 23.0 23.0 23.0 32.0 32.0 32.0 32.0 Total Split (%) 41.8% 41.8% 41.8% 58.2% 58.2% 58.2% 58.2% Maximum Green (s) 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 18.0 18.0 18.0 27.0 27.0 27.0 27.0 Actuated gIC Ratio 0.33 0.33 0.33 0.49 0.49 0.49 0.49 vlc Ratio 0.65 0.07 0.94 0.41 0.87 0.53 0.49 Control Delay 19.0 13.0 44.3 15.9 19.8 11.0 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 13.0 44.3 15.9 19.8 11.0 2.8 LOS B B D B B B A Approach Delay 28.9 19.5 8.1 Approach LOS C B A (ntersection Summa - Area Type: Other Cycle Length: 55 Actuated Cycle Length: 55 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 18.7 Intersection LOS: B Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 237 of 570 Synchro 8 Report Page 26 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 1/3/2019 --► --V 'f- 4_, I t 4/ ane Gruup EBL EBT EBR WL W9 -T- W$R 1RBL NBT IBR SBL SBF SBN Lane Configurations of r 1) tt +t+ rrt Volume (vph) 0 0 0 183 2 866 430 1275 0 0 1099 275 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 100 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0 91 100 Frt 0,850 0 850 Flt Protected 0.950 0.953 0.950 Satd. Flow (prot) 0 0 0 1681 1686 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.953 0.175 Satd. Flow (perm) 0 0 0 1681 1686 1583 632 3539 0 0 5085 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 299 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 0 0 0 199 2 941 467 1386 0 0 1195 299 Shared Lane Traffic (96) 50% Lane Group Flow (vph) 0 0 0 99 102 941 467 1386 0 0 1195 299 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector i Channel Detector 1 Extend (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 12.00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 27 RESOLUTION NO. 19-068 (Exhibit A) Page 238 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 113/2019 lane Group EBi. EBT EBR WBL WBT WBR NBL NBT NHR 513 9 Switch Phase Minimum Initial (s) 4.0 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21-0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 53.0 53.0 53.0 67.0 67.0 67.0 67.0 Total Split (%) 44.2% 44.2% 44.2% 55.8% 55.8% 55.8% 55.8% Maximum Green (s) 48.0 480 48.0 62.0 62.0 62.0 62.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 48.0 48.0 48.0 62.0 62.0 62.0 62.0 Actuated gIC Ratio 0.40 0.40 0.40 0.52 0.52 0.52 0.52 vlc Ratio 0.15 0.15 1.45 1.43 076 0.45 0.31 Control Delay 23.8 23.8 239.3 238.2 26.4 19.0 2.6 Queue Delay 0.0 0.0 0.0 0.0 48.6 0.0 0.0 Total Delay 23.8 23.8 239.3 238.2 75.1 19.0 2.6 LOS C C F F E B A Approach Delay 201.3 116.2 15.7 Approach LOS F F B lni iiiRon Summaiy Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 120 Control Type: Actuated -Uncoordinated Maximum vlc Ratio. 1.45 Intersection Signal Delay: 104.4 Intersection LOS: F Intersection Capacity Utilization 97.2% ICU Level of Service F Analysis Period (min)15 and Phases: 15: S Avalon Blvd 81-405 NB Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 28 RESOLUTION NO. 19-068 (Exhibit A) Page 239 of 570 Lanes, Volumes, Timings 16- S Main St & E 213th St 1/3/2019 Carson IDIF 12.00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 240 of 570 Synchro 8 Report Page 29 t i Lane Group WL WBR NBT NBR SBL SBT Lane Configurations y 0 1 ff Volume (vph) 292 325 764 161 119 636 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 12 12 Storage Length (ft) 0 0 0 90 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane UGI. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.929 0.974 Flt Protected 0.977 0.950 Satd. Flow (prot) 1916 0 3907 0 1770 3539 Flt Permitted 0.977 0.206 Satd. Flow (perm) 1916 0 3907 0 384 3539 Right Tum on Red Yes Yes Satd. Flow (RTOR) 103 56 Link Speed (mph) 30 35 45 Link Distance (ft) 4544 1360 2482 Travel Time (s) 103.3 26.5 37.6 Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 Adj. Flow (vph) 317 353 830 175 129 691 Shared Lane Traffic (%) Lane Group Flow (vph) 670 0 1005 0 129 691 Enter Blocked Intersection Ni) No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 28 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane _ Headway Factor 0.85 0.85 0.85 0.85 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 2 1 2 Detector Template Left Thru Left _ Thru Leading Detector (ft) 20 100 20 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 Detector 1 type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 00 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Defector 1 Delay (s) 0.0 00 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Penn NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Carson IDIF 12.00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 240 of 570 Synchro 8 Report Page 29 Lanes, Volumes, Timings 16: S Main St & E 213th St 113/2019 ntersection Summa Area Type. Other Cycle Length: 60 Actuated Cycle Length: 58.8 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.90 Intersection Signal Delay.18.9 Intersection LOS: B Intersection Capacity Utilization 81.5°% ICU Level of Service D Analysis Period (min)15 and Phases. 16: S Main St & E 213th St Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 241 of 570 Synchro 8 Report Page 30 Lane Group -Wbk NBT . NBR SBL 'SBT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 27.0 33.0 33.0 33.0 Total Split (%) 45.0% 55.0°% 55.0% 55.0°% Maximum Green (s) 22.0 28.0 28.0 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 50 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 20.7 28.1 28.1 28.1 Actuated g/C Ratio 0.35 0.48 0.48 0.48 vlc Ratio 0.90 0.53 0.70 0.41 Control Delay 33.8 11.6 39.1 11.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 33.8 11.6 39.1 11.2 LOS C B D B Approach Delay 33.8 11.6 15.6 Approach LOS C B B ntersection Summa Area Type. Other Cycle Length: 60 Actuated Cycle Length: 58.8 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.90 Intersection Signal Delay.18.9 Intersection LOS: B Intersection Capacity Utilization 81.5°% ICU Level of Service D Analysis Period (min)15 and Phases. 16: S Main St & E 213th St Carson IDIF 12:00 pm 915/2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 241 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 � __1'-V 'r *-- 4,._t I * 4/ bane Group EBL EBT WR -w8L WBT WBR NBL NBT WR SBL. SBT Lane Configurations T* +I I ++T ) tti� Volume (vph) 237 201 85 155 258 218 105 1014 145 59 1078 173 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 1.00 1.00 1.00 0.95 095 1.00 0.91 0.91 1.00 0.91 0,91 Frt 0.955 0.931 0.981 0.979 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 2016 0 1770 3734 0 1770 5654 0 1770 5642 0 Flt Permitted 0.456 0.533 0.211 0.211 Satd. Flow (perm) 849 2016 0 993 3734 0 393 5654 0 393 5642 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 25 32 72 84 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel rime (s) 103.3 22.0 27.2 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 258 218 92 168 280 237 114 1102 158 64 1172 188 Shared Lane Traffic (°�) Lane Group Flow (vph) 258 310 0 168 517 0 114 1260 0 64 1360 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 100 085 085 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex C0Ex Detector 2 Channel Detector 2 Extend (s) OA 0.0 0.0 OA Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Carson IDIF 12:00 pm 9!5!2018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 31 RESOLUTION NO. 19-068 (Exhibit A) Page 242 of 570 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 Analysis Period (min)15 ana Ynases: 1 r: 5 Avaion biva & t zistn st --*04 4 - Carson Carson IDIF 12:00 pm 915!2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 243 of 570 Synchro 8 Report Page 32 ---* --r N f-~ 4.4\ T /'I. 4 41 Lane Group EBL EBT EBR WBL WT WB -R- NK W Nff SQL _SVT_ SB14 Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 210 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 50 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11-0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.2 15,2 15.2 15.2 19.0 19.0 19.0 19.0 Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.43 0.43 0.43 0.43 vlc Ratio 0.89 0.44 0.49 0.40 0.68 0.51 0.38 0.55 Control Delay 50.2 12.5 17.3 11.3 37.6 9.7 17.2 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.2 12.5 17.3 11.3 37.6 9.7 17.2 10.0 LOS D B B 8 D A B A Approach Delay 29.6 12.8 12.0 10.3 Approach LOS C B B 8 terseclion Summary ,. Area Type: Other Cycle Length: 45 Actuated Cycle Length: 44.2 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.89 Intersection Signal Delay:14.0 Intersection LOS: B Intersection Capacity Utilization 74.4° ICU Level of Service D Analysis Period (min)15 ana Ynases: 1 r: 5 Avaion biva & t zistn st --*04 4 - Carson Carson IDIF 12:00 pm 915!2018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 243 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/3/2019 * bane Group EBL . EBT EBR AL WBT WRK 'NBL NEIT NBR $BL 95T- SBR Lane Configurations ) ++ r ti� +T* 0 Volume (vph) 144 417 445 37 463 46 348 533 147 44 377 309 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Frt 0.850 0.986 0.968 0.932 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 3539 1583 1770 3490 0 3433 3426 0 3433 3299 0 Flt Permitted 0.950 0.950 0 950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3490 0 3433 3426 0 3433 3299 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 340 15 55 231 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 642 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 157 453 484 40 503 50 378 579 160 48 410 336 Shared Lane Traffic (%) Lane Group Flow (vph) 157 453 404 40 553 0 378 739 0 48 746 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left RigM Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway f=actor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turing Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 OA 0.0 Delector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Deiector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Per} Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 91512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 244 of 570 I Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 11312019 ntersection Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.3 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.99 Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO- 19-068 (Exhibit A) Page 245 of 570 Synchro 8 Report Page 34 -;N 'r*-- k4\ T 10". 1* 4 -' We Group EBL EBT EBR WBL WBT WBR NSL W�7 N§R_ S iL SST SS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 11.0 23.0 230 9.0 21.0 12.0 240 90 21.0 Total Split (%) 16.9% 35.4% 35.4% 13.8% 32.3% 18.5% 36.9% 13.8% 32.3% Maximum Green (s) 6.0 18.0 18.0 4.0 16.0 7.0 19.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 6.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 6.0 21.7 21.7 4.0 14.2 7.0 22.8 4.0 16.0 Actuated gIC Ratio 0.09 0.34 0.34 0.06 0,22 0.11 0.36 0.06 0.25 vlc Ratio 0.93 0.37 0.63 0.36 0.69 0.99 0.58 0.22 074 Control Delay 89.6 17.8 10.5 38.5 26.9 78.0 18.9 31.5 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 89.6 17.8 10.5 38.5 26.9 78.0 18.9 31.5 20.4 LOS F B B D C E B C C Approach Delay 24.9 27.7 38.9 21.1 Approach LOS C C D C ntersection Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.3 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.99 Intersection Signal Delay: 28.9 Intersection LOS: C Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO- 19-068 (Exhibit A) Page 245 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19: S Main St & W Carson SUE Carson St 11312019 ---* --Ip. -,--* { -*-- 4- r I /0� ttt+ bane Group SBL EBT -EBR VOL WBT WBR NBL It O BT NBR SBL SBT S8 Lane Configurations tt it tt r I ttT ) ttt+ Volume (vph) 100 351 123 121 375 58 135 778 125 62 590 102 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1,00 1.00 0.95 1.00 1.00 0.91 0.91 1,00 0.91 0,91 Fri. 0.850 0.850 0.979 0.978 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 4979 0 1770 4973 0 Flt Permitted 0,512 0.525 0.355 0.275 Satd. Flow (pert) 954 3539 1583 978 3539 1583 661 4979 0 512 4973 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 134 63 84 94 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47,6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 109 382 134 132 408 63 147 846 136 67 641 111 Shared Lane Traffic (/o) Lane Group Flow (vph) 109 382 134 132 408 63 147 982 0 67 752 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Mediaii Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Widlh(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Tuming Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Posiiion(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posttion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0 0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 12, 00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 35 RE50LUTiON NO. 19-068 (Exhibit A) Page 246 of 570 U Lanes, Volumes, Timings 19: S Main St & W Carson WE Carson St 1/3/2019 nfersection -Summa Area Type: Other Cycle Length: 45 Actuated Cycle Length: 40.6 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio- 0.48 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min)15 Carson ID1F 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 36 RESOLUTION NO. 19-068 (Exhibit A) Page 247 of 570 ane Group EB _EFr BR WBL BT $R NBL NBT NBR SBL SBT SBJ Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (ft/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.4 11.4 11.4 11.4 11.4 11.4 19.2 19.2 %2 19.2 Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.28 0.28 0.47 0.47 0.47 0.47 vlc Ratio 0.41 0.39 0.25 0.48 0.41 0.13 0.47 0.41 0.28 0.31 Control Delay 16.5 12.6 4.0 18.3 12.9 4.3 15.6 7.6 11.9 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Total Delay 16.5 12.6 4.0 18.3 12.9 4.3 15.6 7.6 11.9 6.8 LOS B B A B B A B A B A Approach Delay 11.5 13.2 8.6 7.2 Approach LOS B B A A nfersection -Summa Area Type: Other Cycle Length: 45 Actuated Cycle Length: 40.6 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio- 0.48 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min)15 Carson ID1F 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 36 RESOLUTION NO. 19-068 (Exhibit A) Page 247 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/3/2019 --I -•--v 'r*-- k.*\ T �► 1 EBL EBT 68R1WE WBT WBR NBL tVBT NBR SBL 57BT Lane Configurations 1) fT M 0 ) ttt ) tO Volume (vph) 116 502 66 493 399 102 61 1034 503 138 925 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0,97 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.983 0.969 0.951 0.991 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prof) 3433 3479 0 3433 3429 0 1770 4836 0 1770 5040 0 Flt Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 3433 3479 0 3433 3429 0 1770 4836 0 1770 5040 0 Right Tum on Red Yes Yes Yes Yds Satd. Flow (RTOR) 14 34 149 11 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 126 546 72 536 434 111 66 1124 547 150 1005 fit Shared Lane Traffic (%) Lane Group Flow (vph) 126 618 0 536 545 0 66 1671 0 150 1067 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Kdth(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Facior 1.00 100 0.85 1.00 1.00 0.85 1.00 1.00 085 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 12:00 pm 915/2018 Existing AM plus Project Syrnchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 248 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/3/2019 riterse65n Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.7 Intersection LOS: D Intersection Capacity Utilization 85.6°% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St \4101 I o2 4'03 1 --0'04 13s 97 209 21s 4 05 06 o7 08 . 1 71 Carson ID IF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 249 of 570 Synchro 8 Report Page 38 -A --b. --t f- 4-- k *\ t /0� \I. i 4/ �a 6 Group EBL EBT EBR WBL WBT WEA NBL NST N13R SBL -9-BT 5M Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 12.0 21.0 20.0 29.0 13.0 36.0 13.0 36.0 Total Split (%) 13.3% 23.316 22.21k 32.2°% 14.4% 40.0°% 14.4°% 40.0% Maximum Green (s) 7.0 16.0 15.0 24.0 8.0 31.0 8.0 31.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 6.9 16.0 15.0 24.1 7.4 31.0 8.0 33.7 Actuated g/C Ratio 0.08 0.18 0.17 0.27 0.08 0.34 0.09 0.37 v/c Ratio 0.48 0.98 0.94 0.58 0.46 0.95 0.96 0.56 Control Delay 46.4 690 63.3 29.6 49.6 39.1 104.7 24.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.4 69.0 63.3 29.6 49.6 39.1 104.7 24.2 LOS D E E C D D F G Approach Delay 65.2 46.3 39.5 34.2 Approach LOS E D D C riterse65n Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.98 Intersection Signal Delay: 43.7 Intersection LOS: D Intersection Capacity Utilization 85.6°% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St \4101 I o2 4'03 1 --0'04 13s 97 209 21s 4 05 06 o7 08 . 1 71 Carson ID IF 12:00 pm 9/512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 249 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:11-405 SB Ramps & E Carson St 113/2019 ane Group EBL EBT EBR WBL WBT WP WE NST NBR SBL SBT S8 . Lane Configurations Vi tt rrt I ttt if Volume (vph) 7 664 754 121 1216 0 165 0 249 0 0 0 Ideal Flow (vphpl) 190D 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Wil. Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Sald. Flow (prat) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0.174 0.369 0.950 Satd. Flow (perm) 292 3185 1425 619 4577 0 1593 0 1425 0 0 1676 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 820 206 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 36.2 8.0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 Adj Flow (vph) 8 722 820 132 1322 0 179 0 271 0 0 0 Shared Lane Traffic (95) Lane Group Flow (vph) 8 722 820 132 1322 0 179 0 271 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignmeni Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Oifset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mphl 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 00 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel _ Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Protected Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson IDIF 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W -G. Zimmerman Engineering, Inc Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 250 of 570 Lanes, Volumes, Timings 21:1-405 SB Rames & E Carson St 1/312019 Line Group t=B _EFT EBR _Wk WBT Y _R NBL NbT N 5t_?L S_HT M_ Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 29.0 Total Split (%) 65.0% 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1-0 1-0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0-0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 91.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 23.3 23.3 23.3 23.3 23.3 10.5 10.5 Actuated g/C Ratio 0.52 0.52 0.52 052 0.52 0.24 0.24 vlc Ratio 0.05 0.43 0.72 0.41 0.55 0.48 0.55 Control Delay 6.6 7.4 4.9 11.3 8.0 21.0 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.6 7.4 4.9 11.3 8.0 21.0 10.2 LOS A A A B A C B Approach Delay 6.1 8.3 Approach LOS A A ntersection Summa Area Type: CBD Cycle Length: 60 Actuated Cycle Length: 44.4 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.72 Intersection Signal Delay: 8.1 Intersection LOS: A Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9!512018 Existing AM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 251 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 113!2019 --* -•--* ��*-- *-- 4\ ? �►1 Lane Group EBL EBT E9--R-W5L WBT WBR NOL NBT N13R SBL_ S_BT SBR Lane Configurations 1 0 ++ r 4 r *T r Volume (vph) 163 730 39 14 807 258 7 4 4 54 15 540 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 D 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1,00 0.95 0.95 1,00 0,95 1.00 1.00 1.00 1,00 1.00 1.00 1„00 Frt 0.992 0.850 0.850 0.850 At Protected 0.950 0.950 0.968 0.962 Said. Flow (prot) 1770 3511 0 1770 3539 1583 0 1803 1583 0 1792 1583 Flt Permitted 0.247 0.267 0,890 0,813 Sald. Flow (perm) 460 3511 0 497 3539 1583 0 1658 1583 0 1514 1583 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 13 280 40 84 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6,2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 Adj. Flow (vph) 177 793 42 15 877 280 8 4 4 59 16 587 Shared Lane Traffic (%) Lane Group Flow (vph) 177 835 0 15 877 280 0 12 4 0 75 587 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Leff Right Left Left might Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 100 1.00 1.00 1,00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector i Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 00 0,0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 Detector 1 Queue (s) 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 OA 0.0 Tum Type Perm NA Penn NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 12 00 pm 91512018 Existing AM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 41 RESOLUTION NO. 19-068 (Exhibit A) Page 252 of 570 Lanes, Volumes, Timings 22: Recreation Rd/1-405 NB Ramps & E Carson St 113/2019 �__p. --V j-*-- 4_4% t� 1* 1 d bane Group CBL EBT EBR WBL WBT WBR ._ NBL NBT NPR SBL SE3T Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 25.0 25.0 25.0 25.0 25.0 25.0 Total Split (%) 54.5% 54.5% 54.5% 54.5% 54.5% 45.5% 45.5% 45.5% 45.5% 45.5% 45.5% Maximum Green (s) 25.0 25,0 25.0 25.0 25.0 20.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 22.6 22.6 22.6 22.6 22.6 20.1 20.1 20.1 20.1 Actuated gIC Ratio 0.43 0.43 0.43 0.43 0.43 0.38 0.38 0.38 0.38 vlc Ratio 0.90 0.55 0.07 0.58 0.33 0.02 0.01 0.13 0.90 Control Delay 63.2 12.5 9.6 13.0 2.7 11.5 0.0 12.5 35.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.2 12.5 9.6 13.0 2.7 11.5 0.0 12.5 35.0 LOS E B A B A B A B C Approach Delay 21.4 10.5 8.6 32.4 Approach LOS C B A C [ntersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 52.8 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.90 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 71.6% ICU Level of Service C Analysis Period (min)15 and Phases: 22: Recreation Rd/1-405 NB Ramos 8 E Carson Sl Carson IDIF 12:00 pm 9/512018 Existing AM plus Project Synchro 8 Report W,G. Zimmerman Engineering, Inc. Page 42 RESOLUTION NO. 19-068 (Exhibit A) Page 253 of 570 Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Ramps 1/312019 + I I # ne Groulo WSL WOR NBT NBR S$L Sf3F Lane Configurations 0 ++ Volume (vph) 0 0 762 115 592 1192 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (fl) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (fl) 25 25 Lane Uhl. Factor 1.00 100 0.95 0.95 1.00 0.95 v Frt 0,980 Flt Protected 0.950 Satd. Flow (prat) 0 0 3468 0 1770 3539 Flt Permitted 0.950 Satd. Flow (perm) 0 0 3468 0 1770 3539 Link Speed (mph) 40 40 40 Link distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 0 0 828 125 643 1296 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 953 0 643 1296 Enter Blocked Intersecfion No No No No No No Lane Alignment Left Right Left Right Left Leff Median Width(fl) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 16 Sign Control Yield Free Free Intersection Summary Area Type: Other - _ _ — Control Type: Unsignalized Control Intersection Capacity Uhkzafion 64.2% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 1 RESOLUTION NO. 19-068 (Exhibit A) Page 254 of 570 Lanes, Volumes, Timings 2: S Figueroa S# & 1-405 NB Ramps 1/312019 I i Wk -WB-R— NBT NBR SBL SBT Lane Configurations F ++ }} Volume (vph) 77 131 770 0 0 1692 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frl 0.850 Flt Protected 0.950 Said. Flow (prol) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 84 142 837 0 0 1839 Shared Lane Traffic (%) Lane Group Flow (vph) 84 142 837 0 0 1839 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free rntersection Summary Area Type. Other Control Type: Unsignalized Intersection Capacity Utilization 64.2% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G, Zimmerman Engineering, Inc. Page 2 RESOLUTION NO. 19-068 (Exhibit A) Page 255 of 570 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/312019 I ane Greun EBL EBT EBR WBL INB7 BR WL WT KBR SBL SBT SBI Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prof) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Lank Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (°�) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase I T 0 0.950 1 2 TT+ 1844 'i T? 0 17 636 45 0 0 0 0 754 134 228 1193 0 1900 1900 1900 1`00 1900 1900 1900 1900 1900 1900 1900 1900 0 No 0 0 0 0 4 0 250 0 1 0 0 0 0 0 1 0 y 25 25 25 25 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 100 0.990 0.950 1770 1844 0 0.950 1 2 1770 1844 0 100 0 Yes 0 5 20 6 40 CI+Ex 0.0 607 0.0 0.0 103 OA 0.92 0.92 0.92 18 691 49 18 740 0 No No No Left Left Right 4 12 0 12 1.00 1.00 1.00 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 OA Left 94 Right 6 12 CI+Ex 0.0 Prot NA 4 4 4 4 Carson IDIF 12:00 pm 915/2018 Existing PM plus Pio;ect W.G. Zimmerman Engineering, Inc. 0 0 0 0 0 0 Yes 0.92 0 0 No Left 1.00 15 40 169 2.9 0.92 0.92 0 0 0 0 No No Left Right 12 0 12 0.977 0.950 0 3458 0 1770 3539 0 0 950 0 3458 0 1770 3539 0 Yes Yes 1.00 1.00 1.00 1.00 1.00 9 15 9 RESOLUTION NO. 19-068 (Exhibit A) Page 256 of 570 2 Thru 100 0 0 6 CI+Ex 0.0 0.0 0.0 94 6 CI+Ex 0.0 NA 2 2 23 15 9 45 2 Left 2341 20 0.92 35.5 0.92 0.92 0.92 0.92 0 820 146 0 966 0 No No No Left Left Right 12 0 12 1.00 1.00 1.00 1.00 1.00 9 15 9 RESOLUTION NO. 19-068 (Exhibit A) Page 256 of 570 2 Thru 100 0 0 6 CI+Ex 0.0 0.0 0.0 94 6 CI+Ex 0.0 NA 2 2 1.00 45 15 9 290 2 Left 4.4 20 0.92 0.92 0.92 248 1297 0 248 1297 0 No No No Left Left Right 12 0 12 1.00 1.00 100 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 00 Prot NA 1 6 1 6 Synchro 8 Report Page 3 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Rams 113/2019 Gane group EBL EBT EBR WB'L VW SBT SBA Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 41.0 41.0 31.0 18.0 49.0 Total Split (%) 45.6% 45.6% 34.4% 20.0% 54.4% Maximum Green (s) 36.0 36.0 26.0 13.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (Or) 0 0 0 0 Act Effct Green (s) 36.0 36.0 26,0 13.0 44.0 Actuated g/C Ratio 0.40 0.40 0.29 0.14 0.49 vlc Ratio 0.03 1.00 0.95 0.97 0.75 Control Delay 16.6 61.7 50.5 90.5 22.0 Queue Delay 0.0 0.0 0.0 0.0 49.1 Total Delay 16.6 61.7 50.5 90.5 71.1 LOS B E D F E Approach Delay 60.6 50.5 74.2 Approach LOS E D E n rsection Summary- _ Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle- 90 Control Type: Actuated -Uncoordinated Maximum v!c Ratio: 1.00 Intersection Signal Delay: 64.0 Intersection LOS- E Intersection Capacity Utilization 86.4% ICU Level of Service E J Analysis Period (min)15 ana mases: 3: 5 Main 5t & I-4vo bb f Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 257 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Rams 11312019 Lane Group EBL EBT EBR WBL WBT Mk NBL NBT NBR SBL SBT SBq Lane Configurations 0* 1 tt 0 Volume (vph) 0 0 0 91 120 236 24 648 0 0 1439 60 Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane UK Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 100 1.00 0.95 0.95 Frt 0.921 0 994 Flt Protected 0.990 0.950 Said. Row (prot) 0 0 0 0 3227 0 1770 3539 0 0 3518 0 Fit Permitted 0.990 0.117 Said. Flow (perm) 0 0 0 0 3227 0 218 3539 0 0 3518 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 215 11 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 19.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 99 130 257 26 704 0 0 1564 65 Shafed Lane Traffic Lane Group Flow (vph) 0 0 0 0 486 0 26 704 0 0 1629 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Ca+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 _ Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex T Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 210 21.0 21.0 21.0 21.0 Carson IDIF 12;00 pm 9/5/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering. Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 258 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 -A --► -V Ir A*-- *-- 4\ _ane Group EBL EBT EBR WBL_ . WBT WBR NOL ... _ NBT.. NSR_ S� 913T Total Split (s) 21.0 21.0 39.0 39.0 39.0 Total Split (%) 35.0% 35.0% 650% 650% 65.0% Maximum Green (s) 16.0 16-0 34.0 34.0 34.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 00 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 50 5.0 5.0 Flash Dont Walk (s) 111,0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 10.4 34.1 34.1 34.1 Actuated gIC Ratio 0.19 0.62 0.62 0.62 vlc Ratio 0.61 0.19 0.32 0.74 Control Delay 14.3 9.9 5.8 10.5 Queue Delay 0.0 0.0 0.3 0.0 Total Delay 14.3 9.9 6.1 10.5 LOS B A A B Approach Delay 14.3 6.3 10.5 Approach LOS B A B [nterseclion Summary - Area Type: Other Cycle Length: 60 Actuated Cycle Length: 54.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.74 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period (min)15 Carson ID IF 12:00 pm 9/512018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 6 RESOLUTION NO. 19-068 (Exhibit A) Page 259 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1132019 Lane Group EBL EBT EBR 'NRL WB -7 W99 NBL NBT_ NBR SBL WT Lane Configurations ) ++T I tt r ++ f ++ ir Volume (vph) 59 1336 164 669 1193 133 53 445 510 213 579 226 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.984 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0 950 Said. Flow (prot) 1770 5004 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0 950 0.950 0 950 0.950 Said, Flow (perm) 1770 5004 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 14 124 530 172 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 190 13.5 418 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 Adj. Plow (vph) 64 1452 178 727 1297 145 58 484 554 232 629 246 Shared Lane Traffic (%) Lane Group Flow (vph) 64 1630 0 727 1297 145 58 484 554 232 629 246 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Leii Left Right Left Left Right Left Left R,ght Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 00 0.0 0.0 Turn Type Prot NA Prot NA Penn Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Syrchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 260 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 113/2019 ne 966P EBI_ EBTiB 4 �Ffl3 F1BT�J BFB R'- SBt_ SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 Total Split (s) 16.0 45.0 57.0 86.0 860 10.0 27.0 27.0 21.0 38.0 38.0 Tnta71 Split (%) 10.7% 30.0% 38.0% 57.3% 57.3% 6.7% 18.0% 18.0% 14.0% 25.3% 25.3% Maximum Green (s) 11.0 40.0 52.0 81.0 81.0 5.0 220 22.0 16.0 33.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 50 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.7 40.0 52.0 84.6 84.6 5.0 22.0 22.0 16.0 33.0 33.0 Actuated g/C Ratio 0.06 0.27 0.35 0.56 0.56 0.03 0.15 0.15 0.11 0.22 0.22 vlc Ratio 0.56 1.21 1.19 0.65 0.15 0.98 0.93 0.81 1.23 0.81 0.51 Control Delay 86.7 148.5 142.0 25.2 4.3 181.9 88.7 16.3 195.3 64.7 19.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 86.7 148.5 142.0 25.2 4.3 181.9 88.7 16.3 195.3 64.7 19.9 LOS F F F C A F F B F E B Approach Delay 146.2 63.0 57.0 82.1 Approach LOS F E E F ntersection Summa Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum vlc Ratio:1.23 Intersection Signal Delay: 88.6 Intersection LOS: F Intersection Capacity Utilization 107.3% ICU Level of Service G Analysis Period (min)15 S lits and Phases: 5: S Figueroa St & W Del Amo Blvd ~ d 1 o2 163 �t74 57s s d5 06 A o7 08 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 261 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 -► 4NI * l0- I i 41 Lane Group EBL '108 T' EBR ''WL -�) WBT WBR IBL NBT ABR 9BL 5BT S Lane Configuratians ) ttT+ tti ti 0 Volume (vph) 243 1570 339 244 1188 106 356 489 301 157 812 280 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util Factor 1.00 0.91 0.91 1.00 091 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.973 0.988 0,943 0.962 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4948 0 1770 5024 0 1770 3337 0 1770 3405 0 Flt Permitted 0.950 0 950 0.950 0.950 Said. Flow (perm) 1770 4948 0 1770 5024 0 1770 3337 0 1770 3405 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 35 10 97 33 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 264 1707 368 265 1291 115 387 532 327 171 883 304 Shared Lane Traffic (%) Lane Group Flow (vph) 264 2075 0 265 1406 0 387 859 0 171 1187 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link 0{fsei(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Templale Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trading Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex C1+Ex CI+Ex CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page ca RESOLUTION NO. 19-068 (Exhibit A) Page 262 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 � � � ' ~ � 4N Lane Getup EHL EBT ESR V1WBL '6131 WBR NBL HBT NBR SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 26.0 49.0 21.0 44.0 27.0 48.0 22.0 43.0 Total Split (%) 18.6% 35.0% 15.0% 31.4% 19.3% 34.3% 15.7% 30.7% Maximum Green (s) 21.0 44.0 16.0 39.0 22.0 43.0 17.0 38.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 21.0 44.0 16.0 39.0 22.0 43.8 16.2 38.0 Actuated g/C Ratio 0.15 0.31 0.11 0.28 0.16 0.31 0.12 0.27 vlc Ratio 1.00 1.31 1.31 1.00 1.39 0.77 0.84 1.25 Control Delay 113.1 184.0 217.8 73,8 239.5 44.2 92.4 163.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 Total Delay 113.1 184.0 217.8 73.8 239.5 45.0 92.4 163.2 LOS F F F E F D F F Approach Delay 176.0 96.6 105.4 154.3 Approach LOS F F F F Interseciion Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Natural Cycle' 140 Control Type: Actuated -Uncoordinated Maximum v!c Ratio: 1.39 Intersection Signal Delay: 138.2 Intersection LOS: F Intersection Capacity Utilization 119.2% ICU Level of Service H Analysis Period (min)15 6: S Main St & W Del Amo Blvd/E Del Amo Blvd Carson IDIF 12 00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 10 RESOLUTION NO. 19-068 (Exhibit A) Page 263 of 570 Lanes, Volumes, Timings 7= Starnes Dr & E Del Amo Blvd 45 45 25 113/2019 ."* -• -'V f '- k 4\ T �► l 4/ We Group EBL EST EBR WBL MT WM NBL NHT NBR 'SBL 58T 0.92 Lane Configurations 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 772 Volume (vph) 0 710 228 73 1236 0 316 0 197 0 0 0 Ideal Flow (vplipl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 171 0 155 0 0 0 No 0 0 No 0 Storage Lanes 1 No 1 1 No 0 1 Left 1 1 Left 1 Taper Length (ft) 25 Right Left 25 Right 25 25 Lane Util. Factor 1.00 0.95 100 1.00 0.95 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt 0 0.850 12 12 0.850 12 Flt Protected 12 1.00 0.950 1.00 1.00 0.950 0.950 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1863 3539 1583 1770 3539 0 1681 1681 1583 1863 1770 1770 Flt Permitted 1 2 1 0.248 2 0.950 0.950 1 1 2 1 Satd. Flow (perm) 1863 3539 1583 462 3539 0 1681 1681 1583 1863 1770 1770 Right Turn on Red 20 20 Yes 20 Yes 20 20 Yes 20 0 Yes Satd. Flow (RTOR) 0 0 248 0 0 0 0 0 214 0 0 0 Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Tyle Protected Phases Permitted Phases Detector Phase Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 264 of 570 Synchro 8 Report Page 11 45 45 25 50 1668 3009 694 308 25.3 45.6 18.9 4.2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 772 248 79 1343 0 343 0 214 0 0 0 50% 0% 0 772 248 79 1343 0 171 172 214 0 0 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 24 24 12 12 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 1 2 1 1 2 1 2 1 1 2 1 Left Thru Right Left Thru Left Thru Right Left Thru Right 20 100 20 20 100 20 100 20 20 100 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 6 20 20 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 00 0.0 0.0 Perm NA Perm Perm NA Split NA Perm Perm Perm 4 8 2 2 6 4 4 8 2 6 6 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 264 of 570 Synchro 8 Report Page 11 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1!312019 � � � f 4- � 4\ t l' ne Group EBL EBT EBR BL MT ' ABR SBL SBT 9-BA Switch Phase Minimum Inifial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 33.0 33.0 33.0 33.0 33.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 44.0% 44.0% 44.0% 44.0% 44.0% 28.0% 28.0% 28.0% 28.0% 28.0% 28.0% Maximum Green (s) 28.0 28.0 28.0 28.0 28.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effcl Green (s) 28.0 28.0 28.0 28.0 16.0 16.0 16.0 Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.21 0.21 0.21 vlc Ratio 0.58 0.33 0.46 1.02 0.48 0.48 0.42 Control Delay 21.0 3.8 28.5 54.3 31.0 31.1 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 3.8 28.5 54.3 31.0 31.1 6.9 LOS C A C D C C A Approach Delay 16.8 52.8 21.8 Approach LOS B D C U nterseciion gumma Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.02 Intersection Signal Delay: 34.8 Intersection LOS: C Intersection Capacity Utilization 58.8% ICU Level of Service B Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 265 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 II kane Group EBL EBT ff MR WL WT MR NBt NBT NBR SBL 98T 'M5 Lane Configurations ++ r tt it ) W F )) ftp Volume (vph) 452 1031 392 294 720 143 220 1301 227 337 1025 590 Ideal Flowfvphplj 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 100 0.97 0.91 0.91 Frt 0.850 0.850 0.850 0.945 Flt Protected 0.950 0.950 0.950 0.950 Sald. Flow (prat) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4806 0 Flt Permitted 0.950 0.950 0,950 0.950 Sald, Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4806 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 184 124 245 107 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 767 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 491 1121 426 320 783 155 239 1414 247 366 1114 641 Shared Lane Traffic (%) Lane Group Flow (vph) 491 1121 426 320 783 155 239 1414 247 366 1755 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Righl Left Thru Right Left Thru Leading Detector (fl) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 fi 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Enaineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 266 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 113/2019 Lane Group EBL EBT _E _B R -%%- 14-- 05 • 06 07 B WBL RE FT_ .NBR SBL SBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 38.0 46.0 46.0 25.0 33.0 33.0 21.0 61.0 61.0 18.0 58.0 Total Split (%) 25.3% 30.7% 30.7% 16.7% 22.0% 22.0% 14.0% 40.7% 40.7% 12.0% 38.7% Maximum Green (s) 33.0 41.0 41.0 20.0 28.0 28.0 16.0 56.0 56.0 13.0 53.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 41.0 41.0 20.0 28.0 28.0 16.0 56.0 56.0 13.0 53.0 Actuated g1C Ratio 0.22 0.27 0.27 0.13 0.19 0.19 0.11 0.37 0.37 0.09 0.35 vlc Ratio 1.26 1.16 0.75 1.36 1.19 0.39 1.27 0.74 0.33 1.23 1.02dr Control Delay 183.6 130.8 37.1 232.1 149.7 16.7 208.1 43.8 4.9 184.3 64.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 183.6 130.8 37.1 232.1 149.7 16.7 208.1 43.8 4.9 184.3 64.8 LOS F F D F F B F D A F E Approach Delay 123.9 154.3 59.4 85,5 Approach LOS F F E F [niersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.36 Intersection Signal Delay: 101.2 Intersection LOS: F Intersection Capacity Utilization 106.8% ICU Level of Service G Analysis Period (min)15 dr Defaclo Right Lane. Recode with 1 though lane as a right lane. Splits and Phases: 8: S Avalon Blvd 8 E Del Amo Blvd d 1 02 • 03 -4b4 189 1 1162s 1 125s I I Jq6 s 14-- 05 • 06 07 1 08 1133!; Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 267 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams 1/312019 -.,* --v -4\ t 4/ (_ane Group EBL EBR NBL NBT W SBR Lane Configurations ++ Volume (vph) 472 217 678 494 766 641 Ideal Flow (vphpl} 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frt 0.953 0.850 Flt Protected 0.967 0.950 Satd. Flow (prol) 3330 0 3433 3539 3539 1583 Flt Permitted 0.967 0.315 Satd. Flow (perm) 3330 0 1138 3539 3539 1583 Right Tum on Red Yes Yes Said. Flow (RTOR) 96 697 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 513 236 737 537 833 697 Shared Lane Traffic (%) Lane Group Flow (vph) 749 0 737 537 833 697 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1-00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0-0 Detector 1 Queue (s) 00 0.0 0.0 0.0 00 Detector 1 Delay (s) 0-0 0,0 0.0 0.0 00 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 12 00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineenng, Inc. RESOLUTION NO- 19-068 (Exhibit A) Page 268 of 570 Synchro 8 Report Page 15 Lanes, Volumes, Timings 9: S Fi ueroa St & 1-110 NB Ramps 113/2019 bane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 54.0 54.0 54.0 54.0 Total Split (%) 28.0% 72.0% 72.0% 72.0% 72.0% Maximum Green (s) 16.0 490 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 16.0 49.0 49.0 49.0 49.0 Actuated g1C Ratio 0.21 0.65 0.65 0.65 0.65 vlc Ratio 0.95 0.99 0.23 0.36 0.55 Control Delay 50.0 47.1 5.6 6.4 2.2 Queue Delay 0.0 00 0.0 0.0 0.0 Total Delay 50.0 47.1 5.6 6.4 2.2 LOS D D A A A Approach Delay 50.0 29.6 4.5 Approach LOS D C A Intersection Summary_ . Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.99 Intersection Signal Delay: 23.1 Intersection LOS: C Intersection Capacity utilization 73.3% ICU Level of Service D Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 269 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/3/2019 '< A., 1 (_ane Group WBL WBR NBT 14811 98L SBT Lane Configurations Volume (vph) Ideal Flow (vphpt) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Ubl. Factor Frt Flt Protected Sald, Flow (prot) Flt Permitted Sald. Flow (perm) Right Tum on Red Sald. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Deiectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posibon(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase Vii r 0 tt 138 178 834 191 182 1258 1900 1900 1900 1900 1900 1900 0 0 0 145 1 1 0 1 25 25 1.00 1.00 0.95 0.95 1.00 0.95 0.850 0.972 0.950 0.950 1770 1583 3440 0 1770 3539 0 950 0.227 1770 1583 3440 0 423 3539 Yes Yes 164 76 25 45 45 479 971 534 13.1 14.7 8.1 0.92 0.92 0.92 0.92 0.92 0.92 150 193 907 208 198 1367 150 193 1115 0 198 1367 No No No No No No Left Right Left Right Left !_eft 12 12 12 0 0 0 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 15 9 9 15 1 1 2 1 2 Left Rignl Thru Left Thru 20 20 100 20 100 0 0 0 0 0 0 0 0 0 0 20 20 6 20 6 CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Prot Perm NA Perm NA 8 2 6 8 6 8 8 2 6 6 Carson IDIF 12,00 pm 9/512018 Exisi ng PM plus Project W -G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 270 of 570 Synchm 8 Report Page 17 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 113/2019 f- k- T r' �► l .ane roup WBL WBR NETT NBR SBL SBT - Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 49.0 49.0 49.0 Total Split (%) 30.0% 30.0% 70.0% 70.0% 70.0% Maximum Green (s) 16.0 16.0 44.0 44,0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 11.0 11.0 46.7 46.7 46.7 Actuated gIC Ratio 0.16 0.16 0.69 0.69 0.69 vlc Ratio 0.52 0.49 0.47 0.68 0.56 Control Delay 31.7 10.8 5.6 23.6 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 10.8 5.6 23.6 6.9 LOS C B A C A Approach Delay 20.0 5.6 9.0 Approach LOS B A A �ntersecfi on summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 67.7 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.68 Intersection Signal Delay: 9.0 Intersection LOS: A Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min)15 Carson IDIF 12:00 pm 91512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 271 of 570 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd EBL BBT 59R WBL WBT WBR _N_BL 1/3/2019 -A --I. -V 'r �*-- 4-- 4\ I l� *TT i I ne Group EBL BBT 59R WBL WBT WBR _N_BL NBT3�BR SBL SBT S6F Lane Configurations Vi *TT ++ r 1 4T Vi ♦t Volume (vph) 621 836 158 48 499 212 85 348 50 153 461 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 100 0.95 1.00 Frt 0.981 0 850 0.981 0 850 Fit Protected 0.950 0.989 0.950 0.950 0.950 Said. Flow (prot) 1610 3728 0 1770 3539 1583 1770 3935 0 1770 3539 1583 Flt Permitted 0.450 0.713 0.120 0 398 0.462 Said. Flow (perm) 763 2687 0 224 3539 1583 741 3935 0 861 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 40 170 26 315 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 092 0.92 0.92 Adj. Flow (vph) 675 909 172 52 542 230 92 378 54 166 501 404 Shared Lane Traffic (%) 46°% Lane Group Flow (vph) 364 1392 0 52 542 230 92 432 0 166 501 404 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 00 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 12-00 pm 915/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 272 of 570 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/312019 �ane'Group EBL EST EBR WBL WBT WBR NBL NBT ASB Sok W S Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 65.0% 65.0% 65.0% 65.0% 65.0°% 35.0% 35.0% 35.0°% 35.0% 35.0°% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 33.2 33.2 33.2 33.2 33.2 16.0 16.0 16.0 16.0 16.0 Actuated g1C Ratio 0.56 0.56 0.56 0.56 0.56 0.27 0.27 0.27 0.27 0.27 v1c Ratio 0.85 0.91 0.42 0.27 0.24 0.46 0.40 0.72 0.52 0.61 Control Delay 33.7 22.9 19.9 7.2 2.8 27.4 18.1 40.8 20.9 9.7 Queue Delay 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.7 25.4 19.9 7.2 2.8 27.4 18.1 40.8 20.9 9.7 LOS C C B A A C B D C A Approach Delay 27.1 6.7 19.7 19.8 Approach LOS C A B B ntersec ' nirnma Area Type: Other Cycle Length: 60 Actuated Cycle Length: 59.2 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.91 Intersection Signal Delay: 20.3 Intersection LOS: C Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 273 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12- S Main St & W Torrance Blvd1E Torrance Blvd 113/2019 ---* --b- -'* 'e- 4--- k4\ t �► l W ane�Group T EOL EBT EBR WV L: -WB- -T' WB�T NK -3W WR 5131 2T SBA Lane Configurations *' r r 0 tf Volume (vph) 410 70 533 11 43 25 289 589 9 45 909 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.958 0.998 0.850 Flt Protected 0.959 0 993 0.950 0.950 Satd. Flow (prol) 0 1786 1583 0 2008 0 3433 4003 0 1770 3539 1583 Flt Permitted 0.714 0.925 0.200 0.352 Satd. Flow (perm) 0 1330 1583 0 1871 0 723 4003 0 656 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 74 27 2 198 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 42.3 14.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 446 76 579 12 47 27 314 640 10 49 988 470 Shared Lane Traffic (%) Lane Group Flow (vph) 0 522 579 0 86 0 314 650 0 49 988 470 Enier Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median W;dth(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Fx CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Deleclor 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+£x CI+Ex CI+Ex _ Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Carson IDIF 12.00 pm 9/512018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 274 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 11312019 W6 Group _-- EBL EBT EBR 4VBL MYT VFR L __._Nbf _REf SBL_. SBT SB Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 41.0 41.0 41.0 41.0 41.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 45.6% 45.6% 45.6% 45.6% 45.6% 54.4% 54.4% 54.4% 54.4% 54.4% Maximum Green (s) 36.0 36.0 36.0 36.0 36.0 44.0 44.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 36.0 36.0 36.0 44.0 44.0 44.0 44.0 44.0 Actuated gIC Ratio 0.40 0.40 0.40 0.49 0.49 0.49 0.49 0.49 vlc Ratio 0.98 0.86 0.11 0.89 0.33 0.15 0.57 0.54 Control Delay 63.5 35.8 12.7 50.6 14.6 14.4 18.0 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 35.8 12.7 50.6 14.6 14.4 18.0 11.3 LOS E D B D B B B B Approach Delay 48.9 12.7 26.3 15.8 Approach LOS D B C B terseNon summary_., Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.98 Intersection Signal Delay: 28.5 Intersection LOS: C Intersection Capacity Utilization 78.9°% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 12: S Main St & W Torrance BlvdIE Torrance Blvd t02 *04 49s 1 9.1s f - o6 08 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 275 of 570 Synchro 8 Report Page 22 Lanes, Vo[urnes, Timings 13: Lenardo Rd/1-405 SB Rams 35 40 113/2019 40 .-A --1. *-- A \0. 4/ Lane Group EBL EBT Wi3T WR SBL SBR Lane Configurations ++ t r 0.92 if Volume (vph) 197 385 37 466 197 182 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 Lane Group Flow (vph) 214 0 0 0 Storage Lanes 1 Enter Blocked Intersection No 1 2 1 Taper Length (ft) 25 Lane Alignment Left Left 25 RLght Lane Uhl. Factor 1.00 E1.95 1.00 1.00 0.97 1.00 Frt Link Offset(ft) 0.850 0 0.850 Flt Protected 0 950 Crosswalk Width(ft) 12 0.950 Satd. Flow (prot) 1770 3539 1863 1583 3433 1583 Flt Permitted 0.731 Headway Factor 1.00 1.00 0.950 1.00 Satd. Flow (perm) 1362 3539 1863 1583 3433 1583 Right Tum on Red 9 Number of Detectors 1 Yes 2 Yes Satd. Flow (RTOR) 1 Detector Template Left 507 Thru 198 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 418 40 507 214 198 Shared Lane Traffic (%) Lane Group Flow (vph) 214 418 40 507 214 198 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left RLght Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 00 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 94 94 Detector 2 Slze(ft) 6 6 _ Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA NA Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson I DIF 12 00 pm 915/2018 Existing PM plus Projeci W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 276 of 570 Synchro 8 Report Page 23 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 11312019 Analysis Period (min)15 and Phases: 13: Lenardo Rd/1-405 SB Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 277 of 570 Synchro 8 Report Page 24 *- 4'� \1' 41 'A __1. .ane Group EBL EBT }1iJBT WR SSL SBR -__- Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23.0 Total Split (%) 48.9% 48.9% 48.9% 48.9% 51.1% 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 PedesMan Calls (#/hr) 0 0 0 0 0 0 Act Effcl Green (s) 11.9 11.9 11.9 11.9 18.1 18.1 Actuated gIC Ratio 0.30 0.30 0.30 0.30 0.45 0.45 v1c Ratio 0.53 0.40 0.07 0.61 0.14 0.24 Control Delay 16.7 12.1 9.7 5.0 7.8 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.7 12.1 9.7 5.0 7.8 2.7 LOS B B A A A A Approach Delay 13.6 5.4 5.4 Approach LOS B A A ntersection Summ ��---: Area Type: Other Cycle Length: 45 Actuated Cycle Length: 40.1 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.61 Intersection Signal Delay: 8.6 Intersection LOS: A Intersection Capacity Utilization 48.1% ICU Level of Service A Analysis Period (min)15 and Phases: 13: Lenardo Rd/1-405 SB Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 277 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 1/312019 -A -• --* f- 4--- k- t �► ♦ -V . ne Grow EBL ABT EBR k IWBT W9R NEIL kBT NBR 88L SBT SEI€ Lane Configurations ++ r 0 tt Volume (vph) 696 513 390 0 0 0 96 1358 215 0 1282 898 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 100 1.00 100 1.00 100 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.979 0.850 At Protected 0.950 0.950 Said. Flow (prot) 3433 3539 1583 0 0 0 1770 3465 0 0 3539 1583 Flt Permitted 0.950 0.123 Satd. Flow (perm) 3433 3539 1583 0 0 0 229 3465 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 45 44 976 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 757 558 424 0 0 0 104 1476 234 0 1393 976 Shared Lane Traffic (%) Lane Group Flow (vph) 757 558 424 0 0 0 104 1710 0 0 1393 976 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Riglit Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1 GO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 _ _ Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 12.00 pm 9/5/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 25 RESOLUTION NO. 19-068 (Exhibit A) Page 278 of 570 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps 1/3/2019 --* --v Ir*- *-- 4\ t �► 1 �' bane Group Z K EBT EBR WBL _V V8 WR NBL NBT NBR SBL Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 24.0 24.0 24.0 46.0 46.0 46.0 46.0 Total Split (%) 34.3% 34.3% 34.3% 65.7% 65.7% 65.7% 65.7% Maximum Green (s) 19.0 19.0 19.0 41.0 41.0 41.0 41.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 19.0 19.0 19.0 41.0 41.0 41.0 41.0 Actuated g/C Ratio 0.27 0.27 0.27 0.59 0.59 0.59 0.59 vic Ratio 0.81 0.58 0.92 0.78 0.84 0.67 0.73 Control Delay 32.5 24.9 50.7 53.8 16.3 12.0 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 1.8 0.5 Total Delay 32.5 24.9 50.7 53.8 16.3 13.7 5.0 LOS C C D D B B A Approach Delay 34.5 18.4 10.1 Approach LOS C B B Intersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.92 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 73.1 % ICU Level of Service D Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 279 of 570 Synchro 8 Report Page 26 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 11312019 ---* --► N 11- 4--- *-- 4\ t 1* It , 4/ Lane tnrouv VBL EI3T EBR WBL WBT WBR I L T NSR WL 5BT Bi Lane Configurations 4 if 11 ++ +++ if Volume (vph) 0 0 0 360 0 845 625 1001 0 0 1832 616 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0.91 100 Frt 0.850 0 850 Flt Protected 0.950 0.950 0.950 Said. Flow (prol) 0 0 0 1681 1681 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.950 0.211 Said. Flow (perm) 0 0 0 1681 1681 1583 762 3539 0 0 5085 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 48 670 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 391 0 918 679 1088 0 0 1991 670 Shared Lane Traffic (°h) 50% Lane Group Flow (vph) 0 0 0 195 196 918 679 1088 0 0 11991 670 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Le'.l Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Leff Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perri Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 12.00 pm 9/512018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering. Inc. Page 27 RESOLUTION NO. 19-068 (Exhibit A) Page 280 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Rams 1!312019 --* -► --* 'r ~ k- *\ 10� i 4/ carie Group r E8T EBR WBL WBT R f I T 96R S9L W5t3 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3,0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Actuated gIC Ratio 0.36 0.36 0.36 0.42 0.42 0.42 0.42 vlc Ratio 0.33 0.33 1.55 2.12 0.73 0.93 0.64 Control Delay 12.5 12.5 274.3 530.1 14.4 22.7 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 12.5 274.3 530.1 14.4 22.7 4.2 LOS 8 B F F B C A Approach Delay 196.1 212.6 18.0 Approach LOS F F B ntersection summary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 45 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 2.12 Intersection Signal Delay: 118.6 Intersection LOS: F Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min)15 and Phases: 15: S Avalon Blvd & 1-405 NB Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 281 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St j.ane Group WBL Lane Configurations k I /,. ',* i IBR AT NBR SBL SBT Volume (vph) 228 182 764 263 Ideal Flow (vphpl) 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 Storage Length (ft) 0 0 6 0 Storage Lanes 1 0 0 Taper Length (ft) 25 Lane Util. Factor 1.00 1.00 095 0.95 Frt 0.940 0 962 At Protected 0.973 Satd. Flow (prot) 1931 0 3859 0 Flt Permitted 0.973 Satd. Flow (perm) 1931 0 3859 0 Right Tum on Red Yes Yes Satd. Flow (RTOR) 45 132 Link Speed (mph) 30 35 Link Distance (ft) 4544 1360 Travel Time (s) 103.3 26.5 Peak Hour Factor 0.92 0.92 0.92 092 Adj. Flow (vph) 248 198 830 286 Shared Lane Traffic (°4 Lane Group Flow (vph) 446 0 1116 0 Enter Blocked Intersection No No No No Lane Alignment Left Right Left Right Median Width(ft) 28 24 Link Offset(ft) 0 0 CrosswAk Width(ft) 12 12 Two way Left Tum Lane Headway Factor 0.85 0.85 0,85 0.85 Turning Speed (mph) 15 9 9 Number of Detectors 1 2 Detector Template Left Thru Leading Detector (ft) 20 100 Trailing Detector (ft) 0 0 Detector 1 Position(ft) 0 0 Detector 1 Size(ft) 20 6 Detector 1 Type CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 Detector 2 Position(ft) 94 Delector 2 Size(ft) 6 Detector 2 Type CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Perm NA Protected Phases 2 Permitted Phases 8 Carson IDIF 12:00 pm 915!2018 Exisimg PM plus Project W.G. Zimmerman Engineering, Inc. Vi ?1 360 1049 1900 1900 12 12 90 1 25 1.00 0.95 0.950 1770 3539 0.219 408 3539 45 2482 37.6 0.92 0.92 391 1140 391 1140 No No Left Left 24 0 12 1.00 1.00 15 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm NA 6 6 113/2019 RESOLUTION NO. 19-068 (Exhibit Al Page 282 of 570 Synchro 8 Report Page 29 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/312019 f- 4 - ane Grow Lane WBL WBR N8T hiBR SBL SBT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4A 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 21.0 59.0 59.0 59.0 Total Split (%) 26.3% 73.8% 73.8% 73.8% Maximum Green (s) 16.0 54.0 54.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Rant Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 16.0 54.0 54.0 54.0 Actuated g1C Ratio 0.20 0.68 0.68 0.68 vlc Ratio 1.06 0.42 1.42 0.48 Control Delay 90.3 5.6 229.3 7.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 90.3 5.6 229.3 7.0 LOS F A F A Approach Delay 90.3 5.6 63.8 Approach LOS F A E nters! on Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.42 Intersection Signal Delay: 46.6 Intersection LOS: D Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min)15 ana mases; ifD: 5 Main 5r a t njm 5s e�� Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 283 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Faclor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posilion(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector i Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases 9 15 9 30 2 Left 4544 20 100 103.3 Lane Group EBL EBT 1=BR WL WBT WR fiBL NBT NBR WL BT Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Faclor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posilion(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector i Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases 1.00 9 15 9 30 2 Left 4544 20 100 103.3 0 255 295 110 139 222 199 144 1287 159 100 1350 183 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 12 16 16 12 16 16 12 16 16 12 16 16 100 1399 0 100 1467 0 70 457 0 120 1572 { 0 1 1666 0 1 No 0 1 No 0 1 No 0 25 Left Right 25 Left Right 25 Left R_ igtit 25 12 1.00 1.00 1.00 100 0.95 0.95 1.00 0.91 0.91 1,00 0,91 0,91 0.959 0.929 0.983 0.982 0.950 0.85 0.85 0.950 0.85 0.85 0.950 0.85 085 0.950 9 1770 2025 0 1770 3726 0 1770 5665 0 1770 5660 0 0.489 0.360 0.211 0.211 911 2025 0 671 3726 0 393 5665 0 393 5660 0 Yes Yes Yes Yes 1.00 9 15 9 30 2 Left 4544 20 100 103.3 0 0.92 0.92 0.92 277 321 120 277 441 0 No No No Left Left Right 6 12 CI+Ex 0.0 0 Perm NA 12 4 1.00 0.85 0.85 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 CI+Ex 94 CI+Ex 6 22.0 CI+Ex 0.0 0.0 Perm NA 24.0 4 4 0.92 Carson iDIF 12:00 pm 915!2018 Existing PM plus Project W.G. Zimmerman Erigiifeering, Inc 1 12 1 2 59 Thru Left 67 20 100 30 100 0 35 0 0 35 0 0 967 20 6 1397 6 CI+Ex 123D CI+Ex CI+Ex 22.0 0.0 0.0 27,2 0.0 0.0 24.0 0.0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 92 0.92 151 241 216 157 1399 173 109 1467 .199 151 457 0 157 1572 0 109 1666 0 No No No No No No No No No Left Left Right Left Left Right Left Left R_ igtit 12 12 12 0 0 0 12 12 12 1.00 0.85 0.85 1.00 0.85 0.85 100 0.85 085 15 9 15 9 15 9 1 2 1 2 Left Thru Left Thru 20 100 20 100 0 0 0 0 0 0 0 0 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm NA Perm NA 8 2 8 2 RESOLUTION NO. 19-068 (Exhibit A) Page 284 of 570 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Perm NA 6 Synchro 8 Report Page 31 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 113/2019 -11 --1. -,-* 'rkq\ t �► 1 Sarre Group EBL EBT EBR HL MT FBF 99R SBL SBT S_B Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effcl Green (s) 15.2 15.2 15.2 15.2 19.0 19.0 19.0 19.0 Actuated gIC Ratio 0.34 0.34 0.34 0.34 0.43 0.43 0.43 0.43 v/c Ratio 0.88 0.63 0.66 0.35 0.93 0.64 0.65 0.67 Control Delay 48.3 16.5 30.2 11.4 77.7 11.1 35.1 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.3 16.5 30.2 11.4 77.7 11.1 35.1 11.6 LOS D B C B E B D B Approach Delay 28.8 16.1 17.2 13.0 Approach LOS C B B B 1 ersech Summer Area Type: Other Cycle Length: 45 Actuated Cycle Length: 44.3 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.93 Intersection Signal Delay: 17.2 Intersection LOS: B Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 91512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 285 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 EBL EBT EBR WBL WET WBR IBL NBT NBR Lane Configuralions ff in Vi +I* +T# +T Volume (vph) 127 637 504 58 533 33 231 360 118 88 454 167 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 100 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Frt 0.850 0.991 0.963 0 960 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3507 0 3433 3408 0 3433 3398 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3507 0 3433 3408 0 3433 3398 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 298 10 72 86 Link Speed (mph) 35 35 40 40 Link Distance (fl) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 28 692 548 63 579 36 251 391 128 96 493 182 Shared Lane Traffic (%) Lane Group Flow (vph) 138 692 548 63 615 0 251 519 0 96 675 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Leff Left Right Leff Left Right Median Width(ft) 12 12 24 24 Link Offset(h) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Leff Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trading Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Ci+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+6x CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 00 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 915/2018 Existing PM ptus Project Syncitro 8 Report W.G. Zimmerman Engineering, Inc. Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 286 of 570 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 113/2019 bane Group EBL EBT 913k WK WBi BR 99-L . EBT NBR SEL SET Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (%) 15.0% 35.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15.0% 35.0% Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 4.0 16.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 4.0 18.3 18.3 4.0 14.6 4.0 17.9 4.0 16.0 Actuated gIC Ratio 0.07 0.31 0.31 0.07 0.25 0.07 0.31 0.07 0.27 vlc Ratio 1.14 0.63 0.78 0.52 0.70 1.07 0.47 0.41 0.68 Control Delay 158.7 21.4 19.8 45.0 24.5 112.3 17.0 32.4 20.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 158.7 21.4 19.8 45.0 24.5 112.3 17.0 32.4 20.9 LOS F C E D C F B C C Approach Delay 34.5 26.4 48.1 22.3 Approach LOS C C D C Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 58.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.14 Intersection Signal Delay: 33.3 Intersection LOS: C Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 18: S Figueroa Sl & W Carson St 01 1 o2 fb3 --Ob4 215 S 15 - I � q5 ■ 06 V 08 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G_ Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 287 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19- S Main St & W Carson SUE Carson St 1/312019 _-* --.N ��*-- A_4% t 1 � Lane Group ESBL EBT EBR W9 -L W8T IM NBL NOT 1499 SBL SBT SBS Lane Configurations ++ if ++ r ) +0 ) ttll� Volume (vph) 129 493 46 112 465 56 182 626 172 169 860 181 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (it) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.850 0.850 0.968 0.974 Flt Protected 0.950 0,950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 177D 4923 0 1770 4953 0 Flt Permitted 0.407 0.379 0.221 0.314 Satd. Flow (perm) 758 3539 1583 706 3539 1583 412 4923 0 585 4953 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 50 61 95 109 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47.6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 140 536 50 122 505 61 198 680 187 184 935 197 Shared Lane Traffic (°%) Lane Group Flow (vph) 140 536 50 122 505 61 198 867 0 184 1132 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0,85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI*Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 12-00 pm 915/2018 Existing PM p:us Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 288 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson WE Carson St 113/2019 ane'Grou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 34.0 34.0 34.0 34.0 Total Split (%) 38.2% 38.2% 38.21A 38.2° 38.2% 38.2% 61.8% 61.8% 61.8% 61.8% Maximum Green (s) 16.0 16.0 16.0 16,0 16.0 16.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 13.9 13.9 13.9 13.9 13.9 13.9 29.1 29.1 29.1 29.1 Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.26 0.26 0.55 0.55 0.55 0.55 vIc Ratio 0.71 0.58 0.11 0.66 0.55 0.13 0.88 0.32 0.57 0.41 Control Delay 39.9 19.6 5.9 37.5 19.1 5.7 54.5 6.4 18.4 7.1 Queue Delay 0.0 0.0 0.0 0.0 OA 0.0 OA 0.0 0.0 0.0 Total Delay 39.9 19.6 5.9 37.5 19.1 5.7 54.5 6.4 18.4 7.1 LOS D B A D B A D A B A Approach Delay 226 21.2 15.4 8.7 Approach LOS C C B A [nn]1Lrsedbn_&nmaiy Area Type: Other Cycle Length: 55 Actuated Cycle Length: 53 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 15.5 Intersection LOS: B Intersection Capacity Utilization 67.4% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 19: S Main St 8 W Carson St1E Carson St 102 -Ob4 21B 1* 0 06 �$ �i s Carson IDIF 12:00 pm 915/2018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 289 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 Lane Group EBL EBT ESR W8L WBT WBR NBL NBT NRR SBL SBT Lane Configurations M +T# 0 ) +0 1 tO Volume (vph) 167 715 72 489 392 120 76 1085 464 247 1131 119 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.986 0.965 0.955 0,986 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 3433 3490 0 3433 3415 0 1770 4856 0 1770 5014 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd_ Flow (perm) 3433 3490 0 3433 3415 0 1770 4856 0 1770 5094 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 29 82 15 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 182 777 78 532 426 130 83 1179 504 268 1229 129 Shared Lane Traffic (%) Lane Group Flow (vph) 182 855 0 532 556 0 83 1683 0 268 1358 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Widlh(ft) 24 24 12 12 Link Otfsel(ft) 0 0 0 0 Crosswalk Wdth(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 085 1.00 1.00 085 1.00 1 OD 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru teff Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex Cl+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 00 0.0 0.0 D 0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 _ Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 12:00 pm 9/5/2018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 290 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 � � � f- ~ 4- i ane Group EBL Et3'i EBR WBL WBT WBR WK W NOR SBT „SBFT) Detector Phase - 7 4 3� 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 17.0 37.0 26.0 46.0 18.0 51.0 26.0 59,0 Total Split (%) 12.1% 26.4% 18.6°% 32.9% 12.9% 36.4% 18.6°% 42.1% Maximum Green (s) 12.0 32.0 21.0 41.0 13.0 46.0 21.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 11.3 32.0 21.0 41.7 11.0 46.0 21.0 56.0 Actuated g/C Ratio 0.08 0.23 0.15 0.30 0.08 0.33 0.15 0.40 vlc Ratio 0.66 1.06 1.04 0.54 0.60 1.02 1.01 0.67 Control Delay 74.2 100.8 106.0 41.2 79.5 71.2 116.3 36.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 100.8 106.0 41.2 79.5 71.2 116.3 36.5 LOS E F F D E E F D Approach Delay 961 72.9 71.6 49.6 Approach LOS F E E D intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length:140 Natural Cycle: 140 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.06 Intersection Signal Delay: 70.0 Intersection LOS: E Intersection Capacity Utilization 97.7°% ICU Level of Service F Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St of I t02 1'03 1 `1-04 s is 269 1 1137s tl5 l 7 06 } 07 � 08 s - - Carson IDIF 12'00 pm 91512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 291 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 40 40 40 Link Distance (ft) 2121 1/312019 469 7.3 Travel Time (s) 36.2 0.92 8.0 0,92 Peak Hour Factor 0.92 0.92 Line G um 5- EBL WT SBR -V4L'- . W6T -WB--R ME N W WB -R- _.__98L 0 . _SBT 881 Lane Configurations No ff it I +++ 16 Vi 1046 ?" 1227 0 it Volume (vph) 15 1119 962 132 1129 0 123 0 69 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 11900 Storage Length (ft) 50 1 180 0 0 350 Two way Left Turn Lane 0 0 0 Storage Lanes 1 Headway Factor 0 1 1.14 0 0 1.14 1 0 1 Taper Length (ft) 25 9 Number of Detectors 25 2 1 25 2 25 Left Thru Lane Util, Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0 0 0.850 0.0 Detector 1 Position(ft) 0 0 0 0.850 0 Detector 1 Size(ft) Flt Protected 0.950 20 20 0.950 2 Detector 1 Type 0.950 CI+Ex CI+Ex CI+Ex CI+Ex Satd. Flow (prot) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0,206 0.0 0.0 0.191 0.0 00 0.95D Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Satd. Flow (perm) 345 3185 1425 320 4577 0 1593 0 1425 0 0 1676 Right Tum on Red 6 Yes CI+Ex Yes Cl+Ex Yes Detector 2 Channel Yes Satd. Flow (RTOR) 1046 Detector 2 Extend (s) 0.0 73 Tum Type Perm Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 162 469 7.3 Travel Time (s) 36.2 0.92 8.0 0,92 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 16 1216 1046 143 1227 0 Shared Lane Traffic (96) No No No No No No Lane Group Flow (vph) 16 1216 1046 143 1227 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Right Left Left Right Medan Width(ft) 12 24 1.14 1.14 24 1.14 Link Offset(ft) 1.14 0 9 0 Crosswalk Width(ft) 1 12 1 12 1 Two way Left Turn Lane Right Right 20 Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 1 1 2 Detector Template Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 0.0 Trailing Detector (ft) 0 0 0 0 0 0.0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 2 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel 6 Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Defector 1 Queue (s) 0.0 0.0 0.0 0.0 00 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Protected Phases 4 8 Permitted Phases 4 4 8 Detector Phase 4 4 4 8 8 Carson iDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineenng, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 292 of 570 Synchro 8 Report Page 39 40 40 428 162 7.3 2,8 0.92 0.92 0,92 0.92 0.92 0.92 134 0 75 0 0 0 134 0 75 0 0 0 No No No No No No Left Left Right Left Left Right 12 12 0 0 12 12 1.14 1.14 1.14 1.14 1.14 1.14 15 9 15 9 1 1 1 Left Right Right 20 20 20 0 0 0 0 0 0 20 20 20 Ct+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 D,0 0.0 0.0 0.0 Penn Perm Perm 2 2 6 2 2 6 RESOLUTION NO. 19-068 (Exhibit A) Page 292 of 570 Synchro 8 Report Page 39 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 1/3/2019 ~ 4% t / i Lane Group EBT RK W@L WT 1NB}7� NIL NBT.._ NBR SB T SM Switch Phase Minimum Initial (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 44.0 44.0 44.0 44.0 44.0 21.0 21.0 21.0 Tj o�MORF(%) 67.7% 67.7% 67.7% 67.7% 67.7% 32.3% 32.3% 32.3% Maximum Green (s) 39.0 39.0 39.0 39.0 39.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 34.8 34.8 34.8 34.8 34.8 10.1 10.1 Actuated gIC Ratio 0.63 0.63 0.63 0.63 0.63 0.18 0.18 vlc Ratio 0.07 0.61 0.81 0.71 0.43 0.46 0.23 Control Delay 5.7 7.9 7.4 32.9 5.9 27.1 8.3 Queue Delay 0.0 0.0 00 0.0 0.0 0.0 0.0 Total Delay 5.7 7.9 7.4 32.9 5.9 27.1 8.3 LOS A A A C A C A Approach Delay 7.7 8.7 Approach LOS A A intersection SummaryArea Type: CBD Cycle Length: 65 Actuated Cycle Length: 55.3 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vIc Ratio: 0.81 Intersection Signal Delay: 8.7 Intersection LOS: A Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Existing PM plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 293 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St EBf EBR W L- -WBT'- -'WBR NBL 113/2019 I BE M Lane Configurations +T+ Vi bane 15roup EBL EBf EBR W L- -WBT'- -'WBR NBL NBT I BE M Lane Configurations +T+ Vi t+ 4 it Volume (vph) 190 990 35 23 729 405 35 20 20 52 8 482 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 190D 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length eft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1-00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0 850 0.850 0.850 Flt Protected 0.950 0.950 0.969 0.959 Satd. Flow (prot) 1770 3522 0 1770 3539 1583 0 1805 1583 0 1786 1583 Flt Permitted 0.296 0.169 0.836 0.771 Satd. Flow (perm) 551 3522 0 315 3539 1583 0 1557 1583 0 1436 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 9 440 40 119 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 27 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 Adj. Flow (vph) 207 1076 38 25 792 440 38 22 22 57 9 524 Shared Lane Traffic (°k) Lane Group Flow (vph) 207 1114 0 25 792 440 0 60 22 0 66 524 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 a 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 Detector I Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon (ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 OA Turn Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 12:00 pm 915/2018 Existing PM plus Project Synchro 8 deport W.G. Zimmerman Engineering. Inc. Page 41 RESOLUTION NO. 19-068 (Exhibit A) Page 294 of 570 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 11312019 ane rou EBL_ EBT E -R WB WB BT. W9 5131: SBT SB . Detector Phase 4 4 8�^ 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 31.0 31.0 31.0 31.0 31.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (%) 56.4% 56.4% 56.4% 56.4% 56.4% 43.6% 43.6% 43.6% 43.6% 43.6% 43.6% Maximum Green (s) 26.0 26.0 26.0 26.0 26.0 19.0 19.0 19,0 19.0 19,0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effcl Green (s) 23.6 23.6 236 23.6 23.6 19.1 19.1 19.1 19.1 Actuated g/C Ratio 0.45 0.45 0.45 0.45 0.45 0.36 0.36 0.36 0.36 vlc Ratio 0.84 0.71 0.18 0.50 0.46 0.11 0.04 0.13 0.81 Control Delay 46.0 14.4 12.2 11.5 2.9 12.9 3.0 13.2 25.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.0 14.4 12.2 11.5 2.9 12.9 3.0 13.2 25.2 LOS D B B B A B A B C Approach Delay 19.3 8.5 10.3 23.9 Approach LOS B A B C intersection Summary_ Area Type: Other Cycle Length: 55 Actuated Cycle Length: 52,8 Natural Cycle: 55 Control Type: Acluated-Uncoordinated Maximum vlc Ratio: 0.84 Intersection Signal Delay., 15.7 Intersection LOS: B Intersection Capacity Utilization 65 8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 22- Recreation Rdl1-405 NB Ramps & E Carson St Carson IDIF 12:00 pm 9/512018 Existing PM plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 42 RESOLUTION NO. 19-068 (Exhibit A) Page 295 of 570 ICity of Carson Interim Development and Soundwall Impact Fee Future (Year 2023) RESOLUTION NO. 19-068 (Exhibit A) Page 296 of 570 Lanes, Volumes, Timings 1. S Figueroa St & 1405 SB Ramps 1/312019 ' t t ane Group W& WB—R— BT WR SBL - 'SBT Lane Configurations tT+ tt Volume (vph) 0 0 868 65 86 888 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper length (ft) 25 25 Lane Util. Factor 1.00 100 0.95 0.95 1.00 0.95 Fri 0.989 Flt Protected 0.950 Sald. Flow (prat) 0 0 3500 0 1770 3539 Flt Permitted 0.950 Satd. Flow (perm) 0 0 3500 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 943 71 93 965 Shared Lane Traffic (�) Lane Group Flow (vph) 0 0 1014 0 93 965 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Leff Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Yield Free Free terrseCfian &mmary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min)15 Carson IDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 297 of 570 Synchro 8 Report Page 1 Lanes, Volumes, Timings 2: S Figueroa St & 1-405 NB Rams 1/3/2019 4,- k t 140. l ne--Gra — WI3L WBR NBT NBR SBL SST Lane Configurations Vi r ++ tt Volume (vph) 203 301 929 0 0 714 Ideal Flow (vphpt) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 Flt Protected 0.950 Sald. Flow {prol) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Facior 0.92 0.92 0.92 0.92 0.92 0.92 Ad). Flow (vph) 221 327 1010 0 0 776 Shared Lane Traffic (%) Lane Group Flow (vph) 221 327 1010 0 0 776 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Faclor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free ntersection Summ Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min)15 Carson IDIF 9/512018 Future without Pro)ecll W -G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 298 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1405 SB Ramps EBT EBR BL W137 -W§-R- NBL WB -T- 1/3/2019 --* --* --v Lane Configurations tj 1� i 41 ane Grou EBT EBR BL W137 -W§-R- NBL WB -T- NB -R- --S81- Lane Configurations tj 1� +T tt Volume (vph) 27 99 11 0 0 0 0 675 62 91 690 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 250 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Lengthl(ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.985 0.987 Flt Protected 0.950 0.950 Satd. Flow (prat) 1770 1835 0 0 0 0 0 3493 0 1770 3539 0 Flt Permitted 0.950 0.950 Said. Flow (perm) 1770 1835 0 0 0 0 0 3493 0 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 10 18 Link Speed (mph) 40 40 45 45 Link Distance (ft) 607 169 2341 290 Travel Time (s) 10.3 2.9 35.5 4.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 108 12 0 0 0 0 734 67 99 750 0 Shared Lane Traffic (%) Lane Group Flow (vph) 29 120 0 0 0 0 0 801 0 99 750 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Prot NA NA Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 2 1 6 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 299 of 570 Synchro 8 Report Page 3 Lanes, Volumes, Timings 3: S Main St & 1405 SB Ramps 1/312019 -A _10. --v 1< *-- k $\ ✓� i Lane Grasp EBL EBT EBR WBL WBT WBR NBL NST NBR SBL SBT s Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 21.0 21.0 230 11.0 34.0 Total Split (%) 38.29 38.2% 41.8% 20.0% 61.8% Maximum Green (s) 16.0 16.0 180 6.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#1hr) 0 0 0 0 Act Effcl Green (s) 8.3 8.3 28.0 59 34.8 Actuated g/C Ratio 0.17 0.17 0.56 0.12 0.70 v1c Ratio 0.90 0.38 0.41 0.47 0.30 Control Delay 16.9 20.1 105 28.5 4.7 Queue Delay 0.0 0.0 0.0 0 0 01 Total Delay 16.9 20.1 10.5 28.5 4.9 LOS B C B C A Approach Delay 195 105 7.6 Approach LOS B B A Intersection Summary _ Area Type. Other Cycle Length: 55 Actuated Cycle Length: 50 Natural Cycle: 55 Control Type_ Actuated -Uncoordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay. 9.9 Intersection LOS: A Intersection Capacity Utilization 56.4° ICU Level of Service B Analysis Period (min)15 and Pnases: ;s:,5 Main 5t & 1-40 ZjU Carson 1DIF 915!2018 Future without Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 300 of 570 Synchro 8 Report Page 4 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 Lane Group-_ EB`i' EBR WBL WBT WBR RBL NBT -NW M B SB9 Lane Configurations 0 tt +T Volume (vph) 0 0 0 80 388 197 30 680 0 0 670 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.956 0.983 Flt Protected 0.994 0.950 Satd. Flow (prot) 0 0 0 0 3363 0 1770 3539 0 0 3479 0 Flt Permitted 0.994 0.299 Satd. Flow (perm) 0 0 0 0 3363 0 557 3539 0 0 3479 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 107 38 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 87 422 214 33 739 0 0 728 93 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 0 723 0 33 739 0 0 821 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 9/512018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 301 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Rams 1/312019 e 6roup EBL EBT E_6R WL BT SBA NBL NBT NBR SPL SBT OR Total Split (s) 21.0 21.0 24.0 24,0 24.0 Total Split (%) 46.7% 46.7% 53.3% 53.3°% 53.3% Maximum Green (s) 16.0 16.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 30 30 3,0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 13.4 19.1 19.1 19.1 Actuated g/C Ratio 0.32 0.45 0.45 0.45 vlc Ratio 0.64 0.13 0.47 0.52 Control Delay 13.3 9.6 9.9 10.0 Queue Delay 0.0 0,0 0.0 0.0 Total Delay 13.3 9.6 9.9 10,0 LOS B A A A Approach Delay 13.3 9,9 10.0 Approach LOS B A A Intersection Summary ___ _ Area Type: Other Cycle Length: 45 Actuated Cycle Length: 42.5 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.64 Intersection Signal Delay: 11.0 Intersection LOS: B Intersection Capacity Utilization 56.46 ICU Level of Service B Analysis Period (min)15 Splits and Phases: 4: S Main St & 1405 NB Rams t02 24s _ 1 o6oa il HE; . I � F_�_� Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 302 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5: S Fi ueroa St & W Del Amo Blvd 113/2019 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 303 of 570 Synchro 8 Report Page 7 EiBL EBT. _. _ _EBR W6 WMT MR- _ NEL _ MT _ NBR SBL S Lane Configurations I T? I t? rrt Volume (vph) 150 404 101 193 957 166 202 744 340 43 389 450 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.970 0,850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 4933 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 4933 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 68 232 370 300 Link Speed (mph) 45 45 40 40 Unk Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 163 439 110 210 1040 180 220 809 370 47 423 489 Shared Lane Traffic (°6) Lane Group Flow (vph) 163 549 0 210 1040 180 220 809 370 47 423 489 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 303 of 570 Synchro 8 Report Page 7 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1/312019 ---* --.-v {+-- 4-4\ T 1' �► l [A6e-Oroup EBL EBT E FR WL WF WBR Nsi N13T SBR SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 40 4.0 Minimum Split (s) 9.0 21.0 9.0 21,0 21.0 9.0 21.0 210 9.0 21.0 21.0 Total Split (s) 13.0 21.0 21.0 29.0 29.0 15.0 29.0 29.0 9.0 230 23.0 Total Split (%) 16,3% 26,3% 26.3% 36.3% 36.3% 18.8% 36.3% 36,3% 11.3% 28,8% 28.8% Maximum Green (s) 8.0 16.0 16.0 24.0 24.0 10-0 24.0 24.0 4.0 18.0 180 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4-0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 10 1.0 10 1.0 1.0 1-0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0-0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5-0 5.0 5.0 5.0 5.0 50 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3,0 3-0 3.0 3.0 3-0 3.0 3,0 3.0 3.0 3.0 Recall Mode done None None None None None Max Max None Max Max Walk Time (s) 50 5,0 5.0 5.0 5.0 5.6 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11-0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 8.0 184 13.6 24.0 24.0 10-0 27.6 27.6 4.0 18.0 18.0 Actuated gIC Ratio 0.10 0.23 0.17 0.30 0.30 0.12 0.34 0,34 0,05 0.22 0-22 vlc Ratio 0.92 0.46 0.70 0.98 0,28 1,00 0.66 0.47 0.53 0.53 0.83 Control Delay 88.8 25,2 43.5 52.6 2.5 98.0 26.4 4.8 60,4 30.1 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0,0 0.0 00 0 0 0.0 0.0 Total Delay 88.8 25.2 43.5 52.6 2.5 98.0 26.4 4.8 60.4 30.1 25,5 LOS F C D D A F C A E C C Approach Delay 39.8 45.0 32.0 29.3 Approach LOS D D C C Intersection Summary Area Type; Other Cycle Length- 80 _ Actuated Cycle Length; 80 Natural Cycle; 80 Control Type: Actuated -Uncoordinated Maximum vlc Ratio; 1,00 Intersection Signal Delay- 36.8 Intersection LOS- D Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min)15 Carson IDI1= 9/512018 Future without Project W.G. Zimmerman Engineering, Inc, RESOLUTION NO- 19-068 (Exhibit A) Page 304 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd BR . WBL _ WIaT WB NEL 113/2019 WE R .SBL SBT * Lane Configurations f ne rou BR . WBL _ WIaT WB NEL Ate' WE R .SBL SBT SB Lane Configurations +0 ) ++T 1 0 0 Volume (vph) 146 583 39 235 1164 63 78 539 248 55 487 130 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.991 0.992 0.953 0.968 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 5040 0 1770 5045 0 1770 3373 0 1770 3426 0 At Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 1770 5040 0 1770 5045 0 1770 3373 0 1770 3426 0 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 14 12 105 46 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 159 634 42 255 1265 68 85 586 270 60 529 141 Shared Lane Traffic (%) Lane Group Flow (vph) 159 676 0 255 1333 0 85 856 0 60 670 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector i Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 305 of 570 Synchro 8 Report Page 9 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd/E Del Amo Blvd 1/312019 __.* -► -,V r- 4-- 4-_ 4N I /110� 1.0 i 4/ [Ane Group EBL EBT EBR WBLT_ C5 C7 776 WR_ Nei. NBr N SBL __ BT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 12.0 21.0 16.0 25.0 10.0 24.0 9.0 23.0 Total Split (%) 17.1% 30.0% 22.9% 35.7% 14.3% 34.3% 12.9% 32.9% Maximum Green (s) 7.0 16.0 11.0 20.0 5.0 19.0 4.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 110 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 7.0 16.0 110 20.1 5.0 99.1 4.0 18.3 Actuated 91C Ratio 0,10 0.23 0.16 0.29 0.07 0.28 0.06 0.27 vlc Ratio 0.87 057 0.89 0.89 0.65 0.84 0.58 0.70 Control Delay 75.4 25.1 638 33.0 57.9 30.2 56.5 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Total Delay 75.4 25.1 638 33.0 57.9 30.2 56.5 26.2 LOS E C E C E C E C Approach Delay 34.7 37.9 32.7 28.7 Approach LOS C D C C Intersection Summa Area Type: Other Cycle Length- 70 Actuated Cycle Length: 68.2 Natural Cycle: 70 Control Type: Actuated-Uncoordinaied Maximum vlc Ratio: 0,89 Intersection Signal Delay: 34.4 Intersection LOS: C Intersection Capacity Utilization 74.8% tCU Level of Service D Analysis Period (min)15 Splits and Phases: 6: S Main St & W Del Amo Blvd1E Del Amo Blvd \*01 tot f'03 s 6s 21s C5 C7 776 08 19-12 s Carson IDIF 9!512018 Future without Project W. G. Zimmerman Engineering, Inc. RESOLUTION NO, 19-068 (Exhibit A) Page 306 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/312019 ane Group Et3L EBT EBR WBL WRT ' NBT_.._.h1BR. SBL _ _ SBT SBF Lane Configurations ++ r t+ 4 r 1� r Volume (vph) 0 877 0 0 1352 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt Flt Protected Satd. Flow (prot) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Flt Permitted Satd. Flow (perm) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 PeaR Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 953 0 0 1470 0 0 0 0 0 0 0 Shared Lane Traffic (%) 0% 0% Lane Group Flow (vph) 0 953 0 0 1470 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Peri NA Perm Perm NA Split Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson iDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 307 of 570 Synchro 8 Report Page 11 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/3/2019 - 4-- *-- 41 bane Group NX EBT EBR 1NBLL ^ WBR NBL A TVA L SBT . Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21,0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 21.0 21.0 210 21.0 21.0 21.0 Total Split (%) 47.5% 47.5% 47.5% 475% 47.5% 26.3% 26.3% 26.3% 26.3% 26.3% 26.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 16.0 16,0 16.0 160 16.0 160 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 0 1 0 10 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11,0 11.0 11.0 11.0 11.0 11.0 11.0 11,0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 33.0 Actuated g/C Ratio 0.41 0.41 vlc Ratio 0.65 1.01 Control Delay 21.5 50.4 Queue Delay 4.0 0.0 Total Delay 21.5 50.4 LDS C D Approach Delay 21.5 50.4 Approach LOS C D Intersection Summary, Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.01 _ Intersection Signal Delay: 39.1 Intersection LOS: D Intersection Capacity Utilization 41.5% ICU Level of Service A _ Analysis Period (min)15 Solits and Phases: 7: Stamps Dr 8 E Del Amo Blvd 02 ■ o6 -P'04 Zl s Zi s s 08 Carson I DIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 1.9-068 (Exhibit A) Page 308 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd BRL El3T EBR Wk 'WB -T- WBR.. NK 11312019 -A -► --v ~ SBT SB Lane Configurations tt II i bane Group_ BRL El3T EBR Wk 'WB -T- WBR.. NK ABS SBR _.. 5Bl_ SBT SB Lane Configurations tt r* tt it ) ttt r )) tO Volume (vph) 272 562 84 180 831 101 270 938 139 171 619 219 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 0.91 0.91 Fri 0.850 0.850 0.850 0.961 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4887 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd.Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4887 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 206 206 151 88 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj, flow (vph) 296 611 91 196 903 110 293 1020 151 186 673 238 Shared Lane Traffic (°%) Lane Group Flow (vph) 296 611 91 196 903 110 293 1020 151 186 911 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type Cl+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 309 of 570 Synchro 8 Report Page 13 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 Lane Grou 8L EBT EBR avBL WBT WBR NBL .NBT NBR S13L MT W! Switch Phase Minimum Initial (s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 90 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 20.0 30.0 30.0 18.0 28.0 28.0 20.0 30.0 30.0 12.0 22.0 Total Split (%) 22.2% 33.3% 33.3% 20.0% 31.1% 31.1% 22.2% 33.3% 33.3% 13.3% 24.4% Maximum Green (s) 15.0 25.0 25.0 130 23.0 23.0 15.0 25.0 25.0 7.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 All -Red Time (s) 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Mone None None Noce None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 15.0 256 25.6 124 23.0 23.0 15.0 25.0 25.0 7.0 17.0 Actuated g/C Ratio 0.17 0.28 0.28 0.14 0.26 0.26 0.17 0.28 0.28 0.08 0.19 vlc Ratio 1.00 0.61 0.15 0.80 1.00 0.20 0.99 0.72 0.28 0.70 0.92 Control Delay 93.1 31.1 0.5 62.5 64.5 0.8 90.6 32.9 5.9 55.3 47.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.1 31.1 0.5 62.5 64.5 0.8 90.6 32.9 5.9 55.3 47.5 LOS F C A E E A F C A E D Approach Delay 46.7 58.4 41.6 48.8 Approach LOS D E D D Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 _ Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 1.00 Intersection Signal Delay: 48.6 Intersection LOS: D Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min)15 lits and Phases: 8: S Avalon Blvd & E Del Amo Blvd qr,a3 05 I• o6 I 07 I F 8 Carson IDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 310 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 113/2019 t 1 a� n rau� ESL EBR NBL NST SBT SBR Lane Configurations ly M tt tt ?I Volume (vph) 589 310 677 713 495 179 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane UGI. Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frt 0.948 0.850 Flt Protected 0.968 0.950 Satd. Flow (prot) 3316 0 3433 3539 3539 1583 Flt Permitted 0.968 0.452 Satd. f=low (perm) 3316 0 1633 3539 3539 1583 Right Tum on Red Yes Yes Satd. Flow (RTOR) 186 195 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 640 337 736 775 538 195 Shared Lane Traffic (%) Lane Group Flow (vph) 977 0 736 775 538 195 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 24 24 Link Offsel(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Oueue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Delector,2TSize(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel l Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 311 of 570 Synchro 8 Report Page 15 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 1/312019 � � 4\ t 1 nerou EBL EBR Bt. - I BT SBT SBR. .. .. - Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 34.0 34.0 34.0 34.0 Total Split (%) 38.2°% 61.8°% 61.8% 61.8% 61.8% Maximum Green (s) 56.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act EHct Green (s) 15.6 29.0 29.0 29.0 29.0 Actuated g/C Ratio 0.29 0.53 0.53 0.53 0.53 vlc Ratio 0.90 0.85 041 0.29 0.21 Control Delay 29.1 23.6 8.6 7.7 1.9 Queue Delay 0.0 0.0 00 0.0 0.0 Total Delay 29.1 236 8.6 7.7 1.9 LOS C C A A A Approach Delay 29.1 15.9 6.2 Approach LOS C B A ntersedon Summa Area Type: Other Cycle Length, 55 Actuated Cycle Length: 54.6 Natural Cycle, 55 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.90 Intersection Signal Delay: 17.7 Intersection LOS: B Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min)15 Splits and Phases- 9: S F:queroa St & 1-110 NB Ramps ez34 a� s ---� --. . .. - - - -� is 1 as Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 312 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/3/2019 Lane Grou Wk- WBR IC13T -ER 'SBL SBT T Lane Configurations r +T I Tt Volume (vph) 0 0 882 0 0 748 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 145 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Lane Litil. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt Flt Protected Satd. Flow (prot) 1863 1863 3539 0 1863 3539 Fit Permitted Said. Flow (perm) 1863 1863 3539 0 1863 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) Link Speed (mph) 25 45 45 Link Distance (ft) 479 971 534 Travel Time (s) 13.1 14.7 8.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 959 0 0 813 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 959 0 0 813 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 OA 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Detector Phase 8 8 2 6 6 Carson IDIF 9/512018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 17 RESOLUTION NO. 19-068 (Exhibit A) Page 313 of 570 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 1/3/2019 k ne Group ±BL WBR 19T _.NeR -'SBL SBT_ Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21,0 21.0 21.0 21.0 Total Split (s) 210 21.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 53.3% 53,3% 53.3% Maximum Green (s) 160 16,0 19.0 19.0 19.0 Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 All -Red Time (s) 10 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0,0 0.0 0.0 0.0 Total Last Time (s) 50 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3,0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Don[ Walk (s) 11.0 11.0 11.0 11.0 01.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 390 39.0 Actuated g/C Raba 1.00 1.00 vlc Ratio 0.27 0.23 Control Delay 02 0-2 Queue Delay 0.0 0.0 Total Delay 02 0.2 LOS A A Approach Delay 0.2 02 Approach LOS A A Intersection Summary Aw Wk Area Type: Other Cycle Length: 45 Actuated Cycle Length: 39 Natural Cycle: 45 Control Type: Semi Act-Uncoord _ Maximum vie Ratio: 0.27 Intersection Signal Delay: 0.2 Intersection LOS, A Intersection Capacity Utilization 28,5% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 10: S Man SI & Lenardo Fid Carson IDIF 9/5/2018 Future without Protect W G Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 314 of 570 Synchro 8 Report Page 18 s g d Lanes Volumes Timings 11: S Figueroa St & W Torrance Blvd 1/312019 -A--I. i - '-4- 4\ t �► 1 W bane GroupBL EBL TBT- BR _f- tl L -aT ' WBR NBL NBT NBR SBL SST B Lane Configurations I *Tt+ Tt r tt I tT r Volume (vph) 618 463 164 61 484 160 184 610 60 57 341 439 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.974 0.850 0.987 0.850 Flt Protected 0.950 0.984 0.950 0.950 0.950 Satd. Flow (prot) 1610 3682 0 1770 3539 1583 1770 3959 0 1770 3539 1583 Fit Permitted 0.457 0.673 0.201 0.531 0.262 Said. Flow (perm) 775 2519 0 374 3539 1583 989 3959 0 488 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 65 51 19 299 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 672 503 178 66 526 174 200 663 65 62 371 477 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 336 1017 0 66 526 174 200 728 0 62 371 477 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+E;x CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 (queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2=Pos, ition(fi} 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 315 of 570 Synchro 8 Report Page 19 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/3/2019 # A -► i A., k, T . l 4" "r l ne Group EBL EBT EBR WBL WT WW RK '98T NBR SBL SBT 98q Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4,0 4.0 4.0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 210 21.0 210 Total Split (s) 34,0 34.0 34.0 34.0 34,0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 61.8% 61.8% 61.8/0 61.8070 61,8/0 38.2% 38.2% 38.2% 38.2% 382% Maximum Green (s) 29.0 29.0 29.0 29.0 29.0 16.0 16.0 160 16.0 16,0 Yellow Time (s) 4,0 40 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Total Lost Time (s) 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 30 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 50 50 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11,0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 26.5 26.5 265 26.5 26.5 16.1 16.1 16.1 16.1 161 Actuated g/C Ratio 0,50 050 0.50 0.50 0.50 0.31 0.31 0.31 0.31 0.31 vlc Ratio 0.86 0.78 035 0.30 0.21 0.66 0.59 0.42 0.34 0.69 Control Delay 369 15.0 14.0 7.9 5.8 31,4 18.2 26.5 16.2 132 Queue Delay OA 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 00 Tonal Delay 36.9 15.0 14.0 7.9 5.8 31.4 18.2 26.5 16.2 132 LOS D B B A A C B C B B Approach Delay 20.4 6.0 21.1 15,3 Approach LOS C A C B intersection turnmary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 52.7 Natural Cycle: 55 Control Type- Actuated -Uncoordinated Maximum vlc Ratio: 0,86 Intersection Signal Delay: 17.0 Intersection LDS: B Intersection Capacity Utilization 76 2% ACU Level of Service D Analysis Period (min)15 Splits and Phases: 11: S Figueroa St & W Torrance Blvd o2 --*04 21s 1 J . 349 06 08 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 316 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 --* --* -,* 'r '- 4- ~\ T �► l 4/ Lane Grou - v EM E8T EBR WBL _... WEIT WEIR - NBL SBT- . SB Lane Configurations 4 r 44 'jai +T* tt r Volume (vph) 260 24 235 10 77 36 379 614 9 12 479 263 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Lltil. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Frt 4.8510 0.961 0.998 0.850 Flt Protected 0.956 0.996 0.950 0.950 Said. Flow (prot) 0 1781 1583 0 2021 0 3433 4003 0 1770 3539 1583 Fit Permitted 0.651 0.962 0.459 0.372 Said. Flow (perm) 0 1213 1583 0 1952 0 1659 4003 0 693 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 198 39 4 286 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 42.3 14.7 Peak Hour Factor 0.92 0.92 0.52 0.92 0.92 0.92 0.92 0.92 0.92 4.92 0.92 0.92 Adj. Flow (vph) 283 26 255 11 84 39 412 667 10 13 521 286 Shared Lane Traffic (%) Lane Group Flow (vph) 0 309 255 0 134 0 412 677 0 13 521 286 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 OA 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Carson IDIF 9/512018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 21 RESOLUTION NO. 19-1768 (Exhibit A) Page 317 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd/E Torrance Blvd 113/2019 ane Group EBL EST EBR WSL WBT WBR igBL NBT NSR SBL 59T SB Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21,0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21,0 21,0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 48.9c� 489% 48.9% 48.9% 48.9% 51.1% 51.1' 51-1% 51.1 % 511% Maximum Green (s) 17,0 17,0 17.0 17.0 17.0 18.0 18,0 18.0 18,0 18,0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1,0 1,0 10 1,0 1.0 1.0 1.0 1.0 1,0 1,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3,0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5,0 5.0 5.0 5.0 5.0 5.0 5.0 50 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11,0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 14,5 14.5 14.5 18.6 18,6 18.6 18.6 18.6 Actuated g/C Ratio 0.34 0.34 0,34 043 0.43 0.43 0.43 043 v1c Ratio 0,76 0,38 0.20 0.58 0.39 0.04 0.34 034 Control Delay 26.8 5.1 8.0 14.2 9,8 88 9.7 2,9 Queue Delay 0,0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Total Delay 26,8 5.1 8.0 14,2 9.8 6.8 9.7 29 LOS C A A B A A A A Approach Delay 17.0 8.0 11.5 7.3 Approach LOS B A B A Intersection Summary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 43.2 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.76 Intersection Signal Delay: 11,2 Intersection LOS- B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min)15 Splits and Phases- 12_ S Main SI & W Torrance Blvd1E Torrance Blvd t02 -0004 23s s 06 08 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19.068 (Exhibit A) Page 318 of 570 Synchro 8 Reporl Page 22 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 35 40 113/2019 40 'A --0 F k \I. 4/ Lgne droue EBL EBT WB -T- W919 SBL SBR Lane Configurations tt + r 0.92 r Volume (vph) 0 0 0 251 946 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 0 0 Storage Lanes 1 No No 1 2 1 Lane Alignment Taper Length (ft) 25 Left Right Left 25 Median Width(ft) Lane Util. Factor 1.00 0.95 1.00 1.00 0.97 1.00 Frt 0 0 0.850 Crosswalk Width(ft) Flt Protected 12 12 0.950 Said. Flow (prot) 1863 3539 1863 1583 3433 1863 Flt Permitted 1.00 1.00 1.00 1.00 0.950 15 Said. Flow (perm) 1863 3539 1863 1583 3433 1863 Right Tum on Red 2 1 1 Yes Detector Template Yes Said. Flow (RTOR) Thru Right Left 1091 Leading Detector (ft) 20 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 273 1028 0 Shared Lane Traffic (96) Lane Group Flow (vph) 0 0 0 273 1028 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway f=actor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 00 0.0 4 Tum Type Perm Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 319 of 570 Synchro 8 Report Page 23 Lanes, Volumes, Timings 13: Lenardo Rd11405 SB Ramps 113/2019 Lane Group EBL EST WBT 4YBR S8L SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23.0 Total Split (96) 48.9% 48.9% 48.9% 48-9°% 51.1% 51.1% Maximum Green (s) 17.0 17.0 17.0 17.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 f All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 _ Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Mone None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 5.6 21.2 Actuated g/C Ratio 0.15 0.57 v!c Ratio 0.23 0.52 Control Delay 0.5 6.1 Queue Delay 0.0 0.0 Total Delay 0.5 6.1 LOS A A Approach Delay E.1 Approach LOS A. Intersection Summa Area Type. Other Cycle Length: 45 Actuated Cycle Length: 37 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio. 0.52 Intersection Signal Delay. 4.9 Intersection LOS. A Intersection Capacity Utilization 31.2% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 13: Lenardo RdA 405 S8 Ramps _-1411.06 -bti4 22s 08 Carson IDIF 915!2018 Future without Proieci W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 320 of 570 Synchro 8 Report Page 24 Li Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams EBL EBT EBR WBL WBT WBR NBL 113/2019 Sit 53T _ SB# 4 tt I carie Group- EBL EBT EBR WBL WBT WBR NBL Sit 53T _ SB# Lane Configurations tt r 0 tt rrt Volume (vph) 473 3 478 0 0 0 0 1083 125 0 715 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1-00 1.00 1.00 1-00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.984 0.850 Flt Protected 0.950 Satd. Flow (prot) 3433 3539 1583 0 0 0 1863 3483 0 0 3539 1583 Flt Permitted 0.950 Satd. Flow (perm) 3433 3539 1583 0 0 0 1863 3483 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 111 27 285 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 0.92 0.92 0-92 0.92 0.92 0-92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 514 3 520 0 0 0 0 1177 136 0 777 285 Shared Lane Traffic (%) Lane Group Flow (vph) 514 3 520 0 0 0 0 1313 0 0 777 285 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thea Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector i Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 321 of 570 Synchro 8 Report Page 25 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 1/312019 Cane roup EBI. EBT EBR VAL Wff W9 h 9L NBT NBR ffL 5BT - SB Switch Phase Minimum Initial (s) 4.0 40 40 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 28.0 28.0 280 32.0 32.0 32.0 32.0 Total Split (%) 46 7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 23.0 23.0 23.0 27.0 27.0 27.0 27.0 Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0-0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5-0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 20-0 20.0 20.0 27.1 27,1 27.1 Actuated g1C Ratio 0.35 0.35 0.35 0.47 0.47 0.47 v!c Ratio 0.13 0.00 0.83 0.79 0,46 0,32 Control Delay 15.2 11.3 26.6 17.8 11.9 2.6 Queue Delay 00 0.0 0.0 0.0 0.0 0,0 Total Delay 152 11.3 266 17.8 11.9 2,6 LOS B B C B B A Approach Delay 20.9 178 9.4 Approach LOS C B A )ntersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.2 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v!c Ratio: 0.83 Intersection Signal Delay: 16. , Intersection LOS: B Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min)15 Splits and Phases: 14: S Avalon Blvd & 1-405 SB Ramps t02 X0134 32S ift S :r o6 Carson IDIF 9/512018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 26 RESOLUTION NO, 19-068 (Exhibit A) Page 322 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps BL EHT EBR WBL VWBT MR RBL 113/2019 --* -•--v '� 0.850 t �► l W ane Grou BL EHT EBR WBL VWBT MR RBL NBT BES 0.850 Lane Configurations 0.950 0.954 4 r ++ +tt ?I Volume (vph) 0 0 0 93 2 557 350 1193 0 0 809 229 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1681 Storage Length (ft) 0 1041 0 0 0 0 150 0 0 0 Yes Storage Lanes 0 Yes 0 1 Yes 1 1 0 0 40 1 Taper Length (ft) 25 249 25 40 25 40 25 35 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0.91 1.00 Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (°%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Wset(fl) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase Carson iDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 323 of 570 Synchro 8 Report Page 27 0.850 0.850 0.950 0.954 0.950 0 0 0 1681 1688 1583 3433 3539 0 0 5085 1583 0.950 0.954 0.288 0 0 0 1681 1688 1583 1041 3539 0 0 5085 1583 Yes Yes Yes Yes 40 249 40 40 35 35 346 390 386 2946 5.9 6.6 7.5 57.4 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 0 0 101 2 605 380 1297 0 0 879 249 49% 0 0 0 52 51 605 380 1297 0 0 879 249 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 12 12 24 24 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 1 2 1 1 2 2 1 Left Thru Right Left Thru Thru Right 20 100 20 20 100 100 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 6 6 6 CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 Perm NA Perm Perm NA NA Perm 8 2 6 8 8 2 6 8 8 8 2 2 6 6 Carson iDIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 323 of 570 Synchro 8 Report Page 27 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 113/2019 4N t /0 \p� 4 W ne Group EBL EBT EBR WBL WBT WBR ASL Ne- .. SBS gr -&B Switch Phase Minimum Initial (s) 4.0 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 1 Total Split (s) 26.0 26.0 260 29.0 29.0 29.0 29.0 Total Split (%) 47.3% 47.3% 47.3% 52.7% 52.7% 52.7% 52.7% Maximum Green (s) 21.0 21.0 21.0 24.0 24.0 24.0 24.0 ' Yellow Time (s) 4.0 4,0 4.0 4.0 4,0 4.0 4.0 All -Red Time (s) 10 1.0 1.0 10 1.0 1,0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 50 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3,0 3,0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 110 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Actuated g/C Ratio 0.38 0,38 0.38 0.44 0.44 0.44 044 vlc Ratio 0.08 0.08 0.96 0.84 0.84 0.40 0.30 Control Delay 11.4 11.3 47.1 34.0 20.6 11.2 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.4 11.3 47.1 34.0 20.6 11.2 2,7 LOS B B D C C B A Approach Delay 41.9 23,6 94 Approach LOS D C A Intersection Summ Area Type: Other Cycle Length: 55 Actuated Cycle Length: 55 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 22.7 Intersection LOS: C Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min)15 ana mases; 1a: 5 Rvaion aivd & i-4uo No o2 Carson IDIF 9/512018 Future without Project W,G. Zimmerman Engineering, Inc. r -- RESOLUTION NO. 19.068 (Exhibit A) Page 324 of 570 Synchro 8 Report Page 28 u Lanes, Volumes, Timings 16: S Main St & E 213th St 1!312019 i- k t 1 - -- - -WL,- Lane Configurations Y -% I f-? Volume (vph) 301 312 694 166 124 561 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 La. neLWidth (ft) 16 16 16 16 12 12 Storage Length (ft) 0 0 0 90 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.931 0.971 Fit Protected 0.976 0.950 Satd. Flow (prat) 1918 0 3895 0 1770 3539 Flt Permitted 0.976 0.234 Satd. Flow (perm) 1918 0 3895 0 436 3539 Right Tum on Red Yes Yes Satd. Flow (RTOR) 107 69 Link Speed (mph) 30 35 45 Link Distance (ft) 4544 1360 2482 Travel Time (s) 103.3 26.5 37.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 327 339 754 180 135 610 Shared Lane Traffic (%) Lane Group Flow (vph) 666 0 934 0 135 610 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 28 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 0.85 0.85 0.85 0.85 1.00 1.00 Tuning Speed (mph) 15 9 9 15 Number of Detectors 1 2 1 2 Detector Template Left Thru Left Thea Leading Detector (ft) 20 100 20 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 OA 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Carson IDIF 91512018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 29 RESOLUTION NO. 19-068 (Exhibit A) Page 325 of 570 Lanes, Volumes, Timings 16: S Main St & E 213th St 11312019 'f- 4- t �► bane Group __WL 4YBR NBT BR _... SOL S13T Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 25.0 30.0 30.0 30.0 Total Split (%) 45.5% 54.50?0 54.51,5 54.5% Maximum Green (s) 20.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 30 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 18.9 25.1 25.1 25.1 Actuated g/C Ratio 0.35 0.46 0.46 046 vlc Ratio 0.90 0.51 0.67 0.37 Control Delay 32.1 10.7 33.5 10.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 32.1 1D.7 33.5 10.5 LOS C B C 6 Approach Delay 321 10.7 14.6 Approach LOS C B B Intersection Summary Area Type- Other Cycle Length, 55 Actuated Cycle Length: 54 Natural Cycle: 55 Control Type: Actuated -Uncoordinated _ Maximum vlc Ratio: 0.90 Intersection Signal Delay: 18.0 _ Intersection LOS: B Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 16: S Main St & E 213th St T02 30 s 1 o6 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 326 of 570 Synchro B Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St -M - EBT EBR 1NBL Wbf 'WBR NBL ttBT 11312019 ML - 3M Lane Configurations 'fir t'+ Lane Group- - - - -M - EBT EBR 1NBL Wbf 'WBR NBL ttBT -PTB-R- ML - 3M Lane Configurations 'fir t'+ ) 'rtT# Wo Volume (vph) 244 208 88 127 243 68 108 846 139 60 923 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.955 0.967 0.979 0.976 Flt Protected 0.950 0.950 0,950 0.950 Satd. Flow (prot) 1770 2016 0 1770 3879 0 1770 5642 0 1770 5625 0 Flt Permitted 0.548 0.512 0.209 0.232 Satd. Flow (perm) 1021 2016 0 954 3879 0 389 5642 0 432 5625 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 45 59 87 109 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 24.0 Peals Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 265 226 96 138 264 74 117 920 151 65 1003 193 Shared Lane Traffic (%) Lane Group Flow (vph) 265 322 0 138 338 0 117 1071 0 65 1196 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median W:dlh(ft) 12 12 12 12 Link Ofiset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 _ Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) OA 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Carson 1DIF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 327 of 570 Synchro 8 Report Page 31 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 -A _0� � Ir *- � 4\ t i Lane Group EBL EBT EBR NV18L W WW NBL.__. NB'F NOR SIBL S,B'f_91M Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.D 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.1 14.1 14.1 14.1 19.1 19.1 19.1 19.1 Actuated g/C Ratio a 33 0.33 033 0.33 0.44 0.44 0.44 0.44 vlc Ratio 0.80 0.47 0.45 0.26 0.68 0.42 0.34 0.47 Control Delay 34.4 12.2 16.5 9.1 38.2 8.5 15.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 12.2 16.5 9.1 38.2 8.5 15.2 8.8 LOS C B B A D A B A Approach Delay 22.3 11.2 11.5 9.1 Approach LOS C B B A Intersection Summary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 43.2 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.80 Intersection Signal Delay: 12.4 Intersection LOS: B Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 17: S Avalon Blvd & E 213th St Taz 24s 06 0a Carson IDIF 9/5/2018 Fuiure without Proleci W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19 068 (Exhibit A) Page 328 of 570 Synchro 8 Deport Page 32 Ll Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 113/2019 Vane Group EBL EBT EBR WBL WBT WBR NBL i -BT WR Ski. W Lane Configurations ++ r +T* tT* +T Volume (vph) 149 349 449 38 439 47 357 535 151 45 379 323 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Frt 0.850 0.986 0.967 0.931 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (plot) 1770 3539 1583 1770 3490 0 3433 3422 0 3433 3295 0 Flt Permitted 0.950 0.950 0.950 0.950 Said, Flow (perm) 1770 3539 1583 1770 3490 0 3433 3422 0 3433 3295 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 338 17 56 238 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 162 379 488 41 477 51 388 582 164 49 412 351 Shared Lane Traffic (%) Lane Group Flow (vph) 162 379 488 41 528 0 388 746 0 49 763 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0,0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 915/2018 Future without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 329 of 570 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/3/2019 Lane Group EBL EBT EBR wK WBT SBR NBL.. __.NBT IBR SBL SBT 5B Switch Phase Minimum Initial s) 4.0 40 40 4.0 4.0 4.0 4.0 4,0 4.0 Minimum Split (s) 9.0 21.0 21.0 90 21.0 9.0 21.0 9.0 21.0 Total Split (s) 11.0 23.0 230 9.0 21.0 12.0 24.0 9.0 21.0 Total Split (%) 16.9°% 35,4% 35.4°% 13.8% 32.3°% 18.5% 36,9% 13,8°% 32,3°% Maximum Green (s) 6.0 18.0 18.0 4.0 16.0 7.0 19.D 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 30 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3,0 Recall Mode None None None None gone None Max None Max Walk Time (s) 5,0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effcl Green �s) 60 19.7 19.7 4.0 13.9 7.0 22.8 40 16.0 Actuated gIC Ratio 0.10 0.31 0.31 006 0.22 0.11 0.36 0.06 0.25 vlc Ratio 0.96 0.34 0.67 037 0,67 102 0.59 0.22 0.75 Control Delay 952 18.8 12.2 38.7 26.3 83.3 18.9 31.5 20.7 Queue Delay 00 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Total Delay 952 18.8 12.2 38.7 26.3 833 18.9 31.5 20.7 LOS F B B D C F B C C Approach Delay 27.7 27.2 40.9 21.4 Approach LOS C D C Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63 Natural Cycle, 65 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 1,02 Intersection Signal Delay: 30.4 Intersedon LOS: C Intersection Capacity Utilization 69.696 ICU Level of Service C Analysis Period (min)15 Splits and Phases. 18: S Figueroa St & W Carson St \001 L o2 %*'o3 -�4 s 124s s 23s 14- 05 7 o6 07 1 08 S Ell 5 1 1213 Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc, RESOLUTION NO. 19.068 (Exhibit A) Page 330 of 570 Synchro 8 Report Page 34 I) Lanes, Volumes, Timings 19: S Main St & W Carson SUE Carson St 1/312019 -.4 --P� --v f- 4--- *-�- T I Gane Group EBL EBT EBR WL WBT R ML NBTT 989. _5BL .... SBT 5B Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane U61. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Said. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases 1.00 +T r 1.00 ?+ I' ) fTT 0.85 1.00 'i TTS 87 350 102 52 353 58 136 750 118 57 546 78 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 12 12 12 12 12 12 12 12 16 12 12 16 210 100 70 220 0 70 115 0 0 175 0 500 1 0 1 1 0 1 1 0 0 1 20 1 25 20 6 25 20 6 25 6 CI+Ex 25 CI+Ex CI+Ex 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 0.0 0.0 0.850 0.0 0.0 0.850 0.0 0.980 0.0 0.0 0.981 0.0 0.950 0.0 0.0 0.950 0.0 0.0 0.950 0.0 0.0 0.950 0.0 0.0 1770 3539 1583 1770 3539 1583 1770 4984 0 1770 4989 0 0.524 6 0.526 6 0.383 6 0.291 976 3539 1583 980 3539 1583 713 4984 0 542 4989 0 0.0 Yes 0.0 Perm Yes Perm Perm Yes Perm Perm Yes Perm NA 111 4 63 8 82 2 72 6 4 35 4 8 35 8 2 35 6 35 2441 4293 978 1360 47.6 83.6 19.1 26.5 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 95 380 111 57 384 63 148 815 128 62 593 85 95 380 111 57 384 63 148 943 0 62 678 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 24 24 12 12 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 15 9 15 9 15 9 15 9 1 2 1 1 2 1 1 2 1 2 Left Thru Right Left Thru Right Left Thru Left Thru 20 100 20 20 100 20 20 100 20 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 Perm NA Perm Perm NA Perm Perm NA Perm NA 4 8 2 6 4 4 8 8 2 6 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 331 of 570 Synchro 8 Report Page 35 Lanes, Volumes, Timings 19: S Main St & W Carson SUE Carson St 1/3/2019 } i i Ir4--- 4 4\ t �► LsneZroup EBL EBT EBR WBL W_BT WBR NBL NeT NBR 9BL MIT WH Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4-0 4.0 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 210 21.0 21.0 210 21.0 210 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21-0 24.0 24.0 24.0 24.0 Total Split (%) 463°% 46.7°% 46-7% 46.7°% 46.7% 467% 53.3% 533% 53.3010 53.3% Maximum Green (s) 16.0 16.0 160 16.0 16.0 160 19.0 19.0 190 19.0 Yellow Time (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 40 4.0 All -Red Time (s) 1.0 1.0 1-0 1.0 1.0 1.0 1.0 1.0 1-0 1.0 Lost Time Adjust (s) 0.0 0.0 00 0.0 00 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 50 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3-0 3.0 3.0 3.0 3.0 3.0 30 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 50 5.0 Flash Dont Walk (s) 11.0 11.0 11-0 11.0 11.0 11.0 11.0 11.0 110 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 10.6 10.6 10.6 10.6 10.6 10.6 19.1 19.1 19-1 19.1 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.27 0.27 0.48 0.48 0.48 048 vlc Ratio 0.37 0.40 0.22 0.22 0.41 0.13 0.43 0.39 0.24 0-28 Control Delay 15.7 13.0 41 13.0 13.0 4.4 13.3 7.1 105 6.5 Queue Delay 0.0 0.0 0-0 0.0 0.0 0.0 0.0 0.0 00 0.0 Total Delay 15.7 13.0 41 13.0 13.0 44 133 71 10.5 6.5 LOS B B A B B A B A B A Approach Delay 11.7 11.9 8.0 6.8 Approach LOS B B A A jntersection Summary Area Type: Other Cycle Length: 45 Actuated Cycle Length: 39.8 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio 0.43 Intersection Signal Delay_ 9.1 Intersection LOS. A Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min)15 slits and Phases: 19: S Main St & W Carson SUE Carson St 102 r` *04 Is on"21sMd 1 o6 ' as Is Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 332 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St EBL EBT EBR WBL WBT WBR WB --L BT 1/312019 --s' --v f- *-- 4- 4\ 0 II t -4/ bane Group EBL EBT EBR WBL WBT WBR WB --L BT NBR 5131 $BT SB Lane Configurations 0 0 Volume (vph) 118 470 67 395 327 105 67 749 518 138 774 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.981 0.964 0.939 0.990 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3472 0 3433 3412 0 1770 4775 0 1770 5034 0 Flt Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 3433 3472 0 3433 3412 0 1770 4775 0 1770 5034 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 19 56 236 15 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 128 511 73 429 355 114 73 814 563 150 841 fit Shared Lane Traffic (%) Lane Group Flow (vph) 128 584 0 429 469 0 73 1377 0 150 902 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector i Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 OA Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 333 of 570 Synchro 8 Report Page 37 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 Lane Group EBL EBT EBR WBL WBT WER NBL hBT NBR SBL SBT 98A Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 40 4 0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 110 21.0 15.0 25.0 13.0 27.0 12.0 26.0 Total Split (%) 14.7% 28.0% 200% 3331 17.3% 360% 16.0% 34.7% Maximum Green (s) 6.0 16.0 10.0 20.0 8.0 22-0 7.0 21.0 Yellow Time (s) 40 4.0 4.0 4.0 4.0 40 4.0 4.0 All -Red Time (s) 1.0 10 1.0 10 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 50 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3 0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 110 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 6.0 15.2 10.0 21.5 7.3 22-0 7.0 23.9 Actuated g/C Ratio 0.08 0.20 0.13 0.29 0.10 0.30 0.09 0.32 vlc Ratio 0.46 0.80 0.93 0.46 0.42 0.87 0.90 0.55 Control Delay 38.7 36.9 61.8 21.4 39.2 281 852 23.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 Total Delay 38.7 36.9 61.8 214 39.2 281 85.2 23.2 LOS D D E C A C F C Approach Delay 372 407 28 7 32,0 Approach LOS D D C C Intersection Summary _ Area Type: Other Cycle Length: 75 Actuated Cycle Length: 743 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.93 Intersection Signal Delay: 33,6 Intersection LOS: C Intersection Capacity Utilization 76,8°% ICU Level of Serwce D Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St Vol tpz • 03 -*o4 Us 1 112ls 155 1 1 121s 05 I • 06 4- 07 08 Carson IDIF 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 334 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St * 1/312019 �' -► ,� I bane Group - --- EBL E6T EBR BT- W k t3L� NBT _NBR SBL SEIT SB Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (�) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase Carson ID IF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. 0.92 112 112 No Left 1.14 15 Left 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm RESOLUTION NO. 19-068 (Exhibit A) Page 335 of 570 2 2 40 428 7.3 0.92 0.92 0 247 0 247 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 2 2 0.92 0 0 No Left 1.14 15 40 162 2.8 0.92 0.92 0 0 0 0 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 6 6 Synchro 8 Report Page 39 tt r ) ttt Vi 2121 r 469 it 7 587 629 111 1066 0 103 0 227 0 0 0 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 50 No 180 0 No 0 150 Left 0 0 Left 0 1 24 0 1 24 0 0 0 1 0 0 1 25 12 25 12 25 1.14 1.14 25 1.14 1.14 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Left Thru 0.850 Left Thru 20 100 0.850 20 100 0.950 0 0 0.950 0 0.950 0 0 0 0 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 0.223 0.0 0.0 0.410 0.0 0.950 0.0 0.0 0.0 0.0 374 3185 1425 687 4577 0 1593 0 1425 0 0 1676 6 Yes 6 Yes CI+Ex Yes CI+Ex Yes 0.0 684 0.0 Perm NA 191 Perm NA Carson ID IF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. 0.92 112 112 No Left 1.14 15 Left 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm RESOLUTION NO. 19-068 (Exhibit A) Page 335 of 570 2 2 40 428 7.3 0.92 0.92 0 247 0 247 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 2 2 0.92 0 0 No Left 1.14 15 40 162 2.8 0.92 0.92 0 0 0 0 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 6 6 Synchro 8 Report Page 39 40 40 2121 469 36.2 8.0 0.92 0.92 0.92 0.92 0.92 0.92 8 638 684 121 1159 0 8 638 684 121 1159 0 No No No No No No Left Left Right Left Left Right 24 24 0 0 12 12 1.14 1.14 1.14 1.14 1.14 1.14 15 9 15 9 1 2 1 1 2 Left Thru Right Left Thru 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Perm NA Perm Perm NA 4 8 4 4 8 4 4 4 8 8 Carson ID IF 915/2018 Future without Project W.G. Zimmerman Engineering, Inc. 0.92 112 112 No Left 1.14 15 Left 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm RESOLUTION NO. 19-068 (Exhibit A) Page 335 of 570 2 2 40 428 7.3 0.92 0.92 0 247 0 247 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 2 2 0.92 0 0 No Left 1.14 15 40 162 2.8 0.92 0.92 0 0 0 0 No No Left Right 12 0 12 1.14 1.14 9 1 Right 20 0 0 20 CI+Ex 0.0 0.0 0.0 Perm 6 6 Synchro 8 Report Page 39 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 113/2019 � � � f- � 4 4\ i Lane Oroup M EBT MR . WBL _WT 'WBR NBL 14ST NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 210 21.0 21.0 21.0 21.0 21.0 Total Split (s) 29.0 29.0 29.0 29.0 29.0 21.0 21.0 21.0 Tota! Split (%) 58.0% 58.0% 58.0% 58.0% 58.0°% 42.0% 42.0% 42.0% Maximum Green (s) 24.0 24.0 24.0 24.0 24.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1-0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 18-0 18.0 180 18.0 18.0 8.5 8.5 Actuated g/C Ratio 0.49 0.49 0.49 0.49 0.49 0.23 0.23 vlc Ratio 0.04 0.41 0.66 0.36 0.52 0.31 0.52 Control Delay 6.3 7.1 4.2 10.1 7.6 15.4 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 7.1 4.2 10.1 7.6 15.4 8.9 LOS A A A B A B A Approach Delay 5.6 7.8 Approach LOS A A Intersection Summary MIL Area Type: CBD Cycle Length: 50 - Actuated Cycle Length: 36.9 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum v!c Ratio- 0.66 T Intersection Signal Delay_ 7.2 Intersection LOS: A Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min)15 Splits and Phases: 21- 1-405 SB Ramps & E Carson St o2 zls 29s- 06 4-- 08 Z9 5 Carson IDIF 9/512078 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 336 of 570 Synchro 8 Report Page 40 I J Lanes, Volumes, Timings 22: Recreation Rd/1-405 NB Ramps & E Carson St 1/312019 l-aneGrou EBS EBR 'WBL WBT _NBT FIR -88L SBT _ _9814 WBR NBL Lane Configurations Mi tt it dt r 4 r Volume (vph) 86 678 40 14 773 256 7 4 4 22 15 435 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane UGI, Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.992 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.968 0.971 Satd. Flow (prot) 1770 3511 0 1770 3539 1583 0 1803 1583 0 1809 1583 Flt Permitted 0.255 0.282 0.897 0.885 Sald. Flow (perm) 475 3511 0 525 3539 1583 0 1671 1583 0 1649 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 278 48 55 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Ada. Flow (vph) 93 737 43 15 840 278 8 4 4 24 16 473 Shared Lane Traffic (%) Lane Group Flow (vph) 93 780 0 15 840 278 0 12 4 0 40 473 Enter Blocked intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 PosiGon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson ID1F 91512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO, 19-068 (Exhibit A) Page 337 of 570 Synchro 8 Report Page 41 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 113/2019 Lane roup EBL EBT EBR WBL WBT W_B_R_ NEIL WT N -K- L SBT SB__ Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4,0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21,0 21.0 Total Split (s) 22,0 22.0 22.0 220 22,0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 48-9% 48.9% 48.9% 48-9% 48-9% 51.1% 51.1% 51.1% 511% 51.1% 511,11% Maximum Green (s) 17.0 17.0 17.0 17.0 17.0 18.0 18.0 18.0 18.0 18,0 18.0 Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 OA o.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 RecaN Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11,0 11.0 11.0 11.0 11.0 11.0 11.0 11,0 11.0 1111'0 Pedestrian Calls (#1hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.6 15.6 15.6 15.6 15.6 18,0 18.0 18.0 18.0 Actuated g/C Ratio 0,36 0.36 036 0.36 0.36 0.41 0.41 0.41 0,41 vlc Ratio 0.55 0.62 0.08 0.66 0,37 0.02 0.01 0.06 0.69 Control delay 27.0 13,7 10.4 14.7 3.4 8.4 0.0 8.6 17.0 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 13.7 10,4 14.7 3.4 8.4 0.0 8,6 17.0 LOS C B B B A A A A B Approach Delay 15.1 11.9 6,3 16.3 Approach LOS B 8 A B intersection Summary. Area Type: Other Cycle Length: 45 Actuated Cycle Length: 43.7 Natural Cycle- 45 Control Type: Actuated -Uncoordinated Maximum We Ratio: 0,69 Intersection Signal Delay: 13-9 Intersection LOS, B . .. Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 22: Recreation Rdl1405 NB Ramps & E Carson Sl o2 -ty4 us 72 s o6FT5 b8 1 1-02 rt Carson IDIF 9/512018 Future without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 338 of 570 Synchro 8 Report Page 42 U Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Rams 113/2019 k 1 j WBC Wff9 'NHT CBR SBL SBT Lane Configurations tt Volume (vph) 0 0 761 118 610 1213 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane U61. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.980 Flt Protected 0.950 Satd. Flow (prot) 0 0 3468 0 1770 3539 Flt Permitted 4.950 Satd. Flow (perm) 0 0 3468 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 827 128 663 1318 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 955 0 663 1318 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(Ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Yield Free Free ntersec9on Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 Carson ID IF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 1 RESOLUTION NO. 19-068 (Exhibit A) Page 339 of 570 Lanes_ Volumes, Timings Z S Figueroa St & 1-405 NB Rams 1/312019 T �► l Lane Group Wk 4'iWR N8T `SBR S8L SST _ — —is - Lane Configurations Vi F ♦t tt Volume (vph) 79 135 771 0 0 1728 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane U61. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Fri 0.850 Flt Protected 0.950 Said, Flow (prot) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Said, Flow (perm) 1770 1583 3539 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 123 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 86 147 838 0 0 1878 Shared Lane Traffic (%) Lane Group Flow (vph) 86 147 838 0 0 1878 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 100 1.00 1 110 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Mersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65,3% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM without Protect W.G. Zimmerman Engineering, Inc_ RESOLUTION NO. 19-068 (Exhibit A) Page 340 of 570 Synchro 8 Report Page 2 I Lanes, Volumes, Timings 3: S Main St & 1-405 SB Rams 11312019 4% T /P� bane Group -E& EBT EBR WBL WT WR ' NBW SBt S8 SB Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Said. Flow (prot) Fit Permitted Said. Flow (perm) Right Tum on }Zed Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (°k) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase 18 655 46 1900 1900 1900 0 0 1 0 25 1.00 1.00 1.00 0.990 0.950 1770 1844 0 0.950 1770 1844 0 Yes 5 40 607 10.3 0.92 0.92 0.92 20 712 50 20 762 0 No No No Left Left Right 12 0 12 1.00 1.00 1.00 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Prot NA 4 4 4 4 Carson IDIF 12:00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. 0 0 0 0 619 126 234 1115 1900 1900 1900 1900 1900 1900 1900 1900 0 0 0 0 250 0 0 0 0 1 25 Left 25 Right 25 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0 0 0 0 0 0 Yes 0.975 0.950 0 3451 0 1770 3539 0.950 0 3451 0 1770 3539 Yes 40 169 2.9 0.92 0.92 0.92 0 0 0 0 0 0 No No No Left Left Right Left 12 Right 0 12 0.975 0.950 0 3451 0 1770 3539 0.950 0 3451 0 1770 3539 Yes 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 RESOLUTION NO. 19-068 (Exhibit A) Page 341 of 570 2 Thru 100 0 0 6 CI+Ex 0.0 0.0 0.0 94 6 CI+Ex 0.0 NA 2 ti 0 1900 0 0 1.00 0 0 Yes 25 45 2341 0.92 35.5 0.92 0.92 0.92 0.92 0 673 137 0 810 0 No No No Left Left Right 12 0 1.00 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 RESOLUTION NO. 19-068 (Exhibit A) Page 341 of 570 2 Thru 100 0 0 6 CI+Ex 0.0 0.0 0.0 94 6 CI+Ex 0.0 NA 2 ti 0 1900 0 0 1.00 0 0 Yes Synchro 8 Report Page 3 45 290 4.4 0.92 0.92 0.92 254 1212 0 254 1212 0 No No No Left Left Right 12 0 12 1.00 1.00 1.00 15 9 1 2 Left Thru 20 100 0 0 0 0 20 6 CI+Ex CI+Ex 0.0 U 0.0 0.0 0.0 0.0 94 6 CI+Ex 0.0 Prot NA 1 6 1 6 Synchro 8 Report Page 3 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 113/2019 -.4 --,, -%* f-4- t4\ t �► .ane Group e XL EST Elr3R YVB MT _ _ - R �1 �- „ ®L kd8'1� 5 1�13R B . _ �. _L S_BT S Switch Phase Minimum Initial (s) 4.0 4-0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 43.0 430 28.0 19.0 47.0 Total Split (%) 47-8% 47.8% 31.1% 21.1% 52.2% Maximum Green (s) 38.0 38.0 23.0 14.0 42.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5-0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 38.0 380 23.0 14.0 42-0 Actuated g1C Ratio 0.42 0.42 0.26 0.16 0.47 vlc Ratio 0.03 0.98 0.90 0.92 0.73 Control Delay 15.4 53.9 46.1 77.4 22-8 Queue Delay 0.0 00 00 0.0 49.3 Total Delay 15.4 53.9 46.1 77.4 72.1 LOS B D D E E Approach Delay 52.9 46.1 73.1 Approach LOS D D E Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v1c Ratio- 0.98 Intersection Signal Delay: 60.8 Intersection LOS: E Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 3: S Main St & 1-405 SB Ramps of Carson I DIF 12-00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 342 of 570 Synchro 8 Report Page 4 02 1140 195I F. 128s 43s 1 o6 Carson I DIF 12-00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 342 of 570 Synchro 8 Report Page 4 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Rams 11312019 --* -•--v f, +-- k-4\ t �► 1 [ane Group EBL i3T EBR A(EIII WB -T- R W7 h�BR OR BT _5Bq Lane Configurations 4 1� I tt 0 Volume (vph) 0 0 0 61 124 242 25 626 0 0 1267 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane LIM. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.915 0.993 Fit Protected 0.993 0.950 Satd. Flow (prot) 0 0 0 0 3216 0 1770 3539 0 0 3514 0 Flt Permitted 0.993 0.137 Satd. Flow (perm) 0 0 0 0 3216 0 255 3539 0 0 3514 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 202 13 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 66 135 263 27 680 0 0 1377 67 Shared Lane Traffic (°�) Lane Group Flow (vph) 0 0 0 0 464 0 27 680 0 0 1444 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(fl) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 OA 0.0 0.0 OA Detector 1 Delay (s) 0.0 OA 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 343 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 t �--V 'e- ~ k. 4\ t '00 1'* i 4/ lane Group EBL W9R_ WEB +BT 1 R N8L NBT NBR 99L SBT S8 . Total Split (s) 21.0 21.0 34.0 34.0 34.0 Total Split (%) 38.2% 382% 61.8% 61.8% 61.8°% Maximum Green (s) 16.0 16.0 29.0 29.0 29,0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.4 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 9.8 29.1 29.1 29.1 Actuated gIC Ratio 0.20 0.60 0.60 0.60 vlc Ratio 0.58 0.18 0.32 0.69 Control Delay 12.5 9.3 6.0 9.6 Queue Delay 0.0 0.0 0.2 0.0 Total Delay 12.5 9.3 6.3 9.6 LOS B A A A Approach Delay 12.5 64 9.6 Approach LOS 8 A A )rttersec#on Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 48.9 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.69 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 83.9% ICU Level of Service E Analysis Period (min)15 ano Nnases: 4: b mainst & i-4uo Ntj 41-- 08 Carson IDIF 12:00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 344 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5: S Fi ueroa St & W Del Amo Blvd 1/312019 .ane Group EBL. _ EBT ._ ._._ YEN W -K Wff W 1RB1. ' BT- ' UBR SBL. SBT Lane Configurations _ ) +0 ++ ? tt r I ++ r Volume (vph) 60 867 169 207 685 121 55 455 366 202 594 233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 + ! Taper Length (ft) 25 25 25 25 ULane Uhl. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Fri: 0.975 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4958 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0 950 0.950 0.950 Satd. Flow (perm) 1770 4958 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 54 187 196 253 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0,92 Adj. Flow (vph) 65 942 184 225 745 132 60 495 398 220 646 253 Shared Lane Traffic (%) Lane Group Flow (vph) 65 1126 0 225 745 132 60 495 398 220 646 253 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0:0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 345 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 11312019 [ane (;;roup EBL EBT E8R .. WBL WBT WB_ R_ NBt_. NETT IAB_ R '99L T Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21,0 21.0 9,0 21,0 21.0 Total Split (s) 9.0 21.0 14.0 26.0 26.0 11.0 21.0 21.0 14.0 24.0 24.0 Total Split (%) 12.9% 30.0% 20.0% 37.1% 37.1% 15.7% 30.0% 30.0% 20,0% 34.3% 34.3% Maximum Green (s) 4.0 16.0 9.0 21.0 210 6.0 16.0 16.0 9.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 40 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 10 10 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3,0 3,0 3.0 3,0 3.0 3.0 3.0 3,0 3.0 Recall Mode None None bone None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11,0 11.0 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 4.0 16.0 9.0 22.8 22.8 5.9 16.0 16.0 9.0 23.4 23,4 Actuated g/C Ratio 0.06 0.23 0.13 0.33 0.33 0.08 023 0,23 0.13 0,33 0.33 vlc Ratio 0.64 0.96 0.99 0.65 0.21 0.40 061 D.78 0.97 0,55 0,36 Control Delay 63.2 45.2 92.6 24.0 2.1 38.9 28.0 25.1 87.1 22.4 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0,0 0,0 0.0 Total Delay 63.2 45.2 92.6 24.0 2.1 389 28,0 25.1 87,1 22,4 4.8 LOS E D F C A D C C F C A Approach Delay 46,2 35.4 27.5 _31.2 Approach LOS D D C C Intersection Summary Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0,99 Intersection Signal Delay: 35,5 Intersection LOS- D Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 5: S Figueroa St & W Del Amo Blvd �01 I o2 413 ,4 13s I L121s . 14s M21s o5 M o7 08 Carson IDIF 12:00 pm 9/512018 Future PM w0out Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 346 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 11312019 --* --0- --t'r.4-- k4\ t �► 1_ Lane Group 1=6 ABT FBF MIL NBT WBR NBL NBT NSR SBL SBT SiBA - Lane Configurations tt'* ) ttt 1 0 0 Volume (vph) 169 1181 120 254 813 62 43 416 304 139 779 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.986 0.989 0.937 0.975 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 1770 5014 0 1770 5029 0 1770 3316 0 1770 3451 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 5014 0 1770 5029 0 1770 3316 0 1770 3451 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 18 13 197 27 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 184 1284 130 276 884 67 47 452 330 151 847 170 Shared Lane Traffic (%) Lane Group Flow (vph) 184 1414 0 276 951 0 47 782 0 151 1017 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 12.00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 347 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 11312019 Analysis Period (min)15 Splits and Phases: 6: S Main St & W Del Amo Blvd1E Del Amo Blvd \001 I t02 11re3 1 --*O q los ­'* r ~ 4\ 05 06 I s 3 Lane GrowEBL EBT 8R W5L WBT WSR NBL NBT NBR SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 20.0 29.0 19.0 28.0 9.0 28.0 14.0 33.0 Total Split (%) 22.2% 32.2% 21.1% 31.1% 10.0% 31.1% 15.6% 36.7% Maximum Green (s) 15.0 24.0 14.0 23.0 4.0 23.0 9.0 28,0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 10 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0-0 0.0 0.0 0,0 Total Last Time (s) 5.0 5.0 5.0 5.0 50 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Oplimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Nme None Max None Max Walk Time (s) 5.0 5.0 50 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 13.2 24.0 14.0 24.8 4.0 23.0 9.0 29.8 Actuated g/C Ratio 0.15 0.27 0.16 028 0.04 0.26 0.10 0.33 vlc Ratio 071 1.05 100 068 0.60 0.79 0.85 0.88 Control Delay 51.8 70.9 95.6 32.0 74-3 29.7 79.9 38.6 Queue Delay 0.0 0.0 00 0.0 00 0.0 0.0 0.0 Total Delay 51.8 70.9 95.6 32.0 74-3 29.7 79.9 38.6 LOS D E F C E C E D Approach Delay 68.7 46.3 32.3 43.9 Approach LOS E D C D ntewoon Summary Area Type: Other Cycle Length: 90 Actuated Cycle I-ength: 90 Natural Cycle: 90 _ Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.05 Intelsecfion Signal Delay: 50.7 Intersection LOS, D Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 6: S Main St & W Del Amo Blvd1E Del Amo Blvd \001 I t02 11re3 1 --*O q los QHS 19s 29S 4\ 05 06 14 o7 08 s 3 Carson IDIF 12:00 pm 915+2018 Fulure PM without Project W.G. Zimmerman Engineering. Inc RESOLUTION NO. 19-068 (Exhibit A) Page 348 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/312019 -•-_V 'rd*- d$\ t �► 1 4/ �ane Group ELB -EU �-SR- W1 -3L WBTB--R MB h]8f 'hRBR SBI_ SBT AN Lane Configurations ++ it tt 4 r T+ r Volume (vph) 0 1478 0 0 1116 0 0 0 0 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane UK Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 1.00 0.95 0.95 Frt Flt Protected Satd. Flow (prof) 1863 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Flt Permitted Satd. Flow (perm) 1663 3539 1863 1863 3539 0 1770 1770 1863 1863 1770 1770 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1607 0 0 1213 0 0 0 0 0 0 0 Shared Lane Traffic 0% 0% Lane Group Flow (vph) 0 1607 0 0 1213 0 0 0 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 .• Tum Type Perm NA Perm Perm NA Split Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 11 RESOLUTION NO. 19-068 (Exhibit A) Page 349 of 570 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/3/2019 --* --I. --v 4,-'- 4-- 4\ t �► l Gane Groin BBL EBT _EBR WBL W$T 4Y8R NBl NBT . -NOR 9 6 SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 48.0 48.0 48.0 48.0 48.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 53.3% 53.3% 53.3% 53.3% 53.3% 23.3% 23.3% 233% 23.3% 23.3% 23-3% Maximum Green (s) 43.0 43.0 43.0 43-0 43.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1-0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5,0 5.0 5,0 5-0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 42.9 42,9 Actuated gIC Ratio 0.48 0.48 vlc Ratio 0.95 0.72 Control Delay 36.6 21,7 Queue Delay 0.0 0.0 Total Delay 36.6 21,7 LOS D C Approach Delay 36.6 21.7 Approach LOS D C Intersection Summa Area Type: Other Cycle Length- 90 Actuated Cycle Length: 89.9 Natural Cycle: 90 Control Type: Semi Ad-Uncoord Maximum vlc Ratio- 0.95 Intersection Signal Delay. 30.2 Intersection LOS- C Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15 Solits and Phases: 7: Stamps Dr & E Del Amo Blvd x['02 � o6 -Pb4 1's 9a 5 F - c8 the S Carson IDIF 12:00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 350 of 570 Synchro 8 Report Page 12 n Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 __.* __I, -,V4 - t 4\I * /0' 1,0 a/ ke Group EEL EBT EE3R W8L WBT WBR NBL NBT NBR SBL SBT SBF Lane Configurations I tt r tt if ) ttt r )) tO Volume (vph) 210 935 252 261 657 147 191 970 210 347 912 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 0.91 0.91 Fri 0.850 0.850 0.850 0.966 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prol) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4912 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4912 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 274 160 228 70 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 228 1016 274 284 714 160 208 1054 228 377 991 293 Shared Lane Traffic (%) Lane Group Flow (vph) 228 1016 274 284 714 160 208 1054 228 377 1284 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+£x CI+Ex CI+E=x CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1(Delay (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 OA 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 §ize(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+£x CI+Ex Det'ecto2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 7� um Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson 10 IF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 351 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1!312019 [Age -Group EBL EBT EBR WBSf1�BT WK 'NBL NBT NBR SBL 07 - Switch Phase I Minimum Initial (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 21.0 33.0 330 210 33.0 33.0 17.0 29.0 29.0 17.0 29.0 Total Split (%) 21.0% 33.0% 33.0% 21.0% 33.0% 33.0% 17.0% 29.0°% 29.0% 17.0% 29.0% Maximum Green (s) 16.0 28.0 28.0 160 280 28.0 12.0 24.0 24.0 12.0 24.0 Yellow Time (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 50 5.0 Flash Dont Walk (s) 110 11.0 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 Act Effct Green (s) 15.3 28.0 28.0 16.0 28.7 28.7 12.0 24.0 24.0 12.0 24.0 Actuated g/C Ratio 0.15 0.28 028 0.16 0.29 0.29 0.12 0.24 0.24 0.12 0.24 vlc Ratio 0.84 1.03 0.43 1.00 070 0.28 0.98 0.86 0,41 0.92 1.04 Control Delay 67.9 71.9 5.8 98.0 36.5 5.9 102.9 45.1 6.7 72.3 73.2 Queue Delay 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 67.9 71.9 5.8 98.0 36.5 5.9 102.9 45.1 6,7 72.3 73.2 LOS E E A F D A F D A E E Approach Delay 59.3 47.4 47.3 73.0 Approach LOS E D D E lntemection Summa Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle:100 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.04 Intersection Signal Delay: 57.8 Intersection LOS: E Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Penod (min)15 8: S Avalon Blvd & E Del Amo Blvd Carson IDIF 12-00 pm 915/2018 Future PM without Project W.G Zimmerman Engineering_ Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 352 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 113/2019 t t II t ane Grou+ EBL EBR N8t NBT SBT SBR Lane Configurations Volume (vph) 361 195 648 466 765 224 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 raper Length (ft) 25 25 Lane Util. Factor 0.97 0.95 0.97 0.95 0.95 1.00 Frt 0.947 0.850 Flt Protected 0.969 0.950 Satd. Flow (prot) 3316 0 3433 3539 3539 1583 Flt Permitted 0.969 0.319 Said. Flow (perm) 3316 0 1153 3539 3539 1583 Right Turn on Red Yes Yes Said. Flow (RTOR) 120 243 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 14.1 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 392 212 704 507 832 243 Shared Lane Traffic (%) Lane Group Flow (vph) 604 0 704 507 832 243 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Vidth(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector i Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 OA 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Penn NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 15 RESOLUTION NO. 19-068 (Exhibit A) Page 353 of 570 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 113/2019 --* .4\ t l Line Group SEE k 14BL NBT SBT SBR Switch Phase Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 59.0 59.0 59.0 59.0 Total Split (%) 26.3% 73.8% 73.8% 73.8% 73.8% ! Maximum Green (s) 16.0 54.0 54.0 54.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 10 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green r,$) 15.0 54.0 54.0 54.0 54.0 Actuated g1C Ratio 019 0.68 0,68 0.68 0.68 vlc Ratio 0.83 089 0.21 0.34 0,21 Control Delay 35.8 27.8 5.0 5.8 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 35.8 27.8 5.0 5.8 1.1 LOS D C A A A Approach Delay 35.8 18.3 4.7 Approach LOS D B A Intersection Summary Area Type Other Cycle Length: 80 Acluated Cycle Length= 79.1 Natural Cycle: 80 Control Type: Semi Act-Uncooid Maximum vlc Ratio- 0.89 j Intersection Signal Delay: 16.9 Inierseclion LOS: B Intersection Capacity Utilization 68.646 ICU Level of Service C Analysis Period (min) 15 anaphases., s: b ri4ueroa bt & i-1 1 u Nb M Carson IDIF 12:00 pm 915/2018 Future PM without Project W G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 354 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings r 0 10: S Main St & Lenardo Rd 1863 113/2019 0 0 768 Zana Group WW_ WRR NRR NRR SBL SRT Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prat) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk tlVidth(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posilion(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Deteclor,2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase 1863 r 0 0 1863 tt 0 0 768 0 0 1138 1900 1900 1900 1900 1900 1900 a 0 45 0 145 45 1 1 971 0 1 534 25 14.7 25 8.1 1.00 1.00 0.95 0.95 1.00 0.95 1863 1863 3539 0 1863 3539 1863 1863 3539 0 1863 3539 0.0 Yes 0.0 Yes 94 25 94 45 6 45 479 971 CI+Ex 534 13.1 14.7 0.0 8.1 0.92 0.92 0.92 0.92 0.92 0.92 0 0 835 0 0 1237 0 0 835 0 0 1237 No No No No No No Left Right Left Right Left Left 12 12 12 0 0 0 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 15 9 9 15 1 1 2 1 2 Left Right Thru Left Thru 20 20 100 20 100 0 0 0 0 0 0 0 0 0 0 20 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Prot Perm NA Perm NA 8 2 6 8 6 8 8 2 6 6 Carson IDIF 12,00 pm 9!512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 355 of 570 Synchro 8 Report Page 17 Lanes, Volumes, Timings 10* S Main St & Lenardo Rd 113/2019 4,- k- 1 bane Group _ WL WRK hl9T_ 'N9R_ S_B_L _Sffr _ Switch Phase Minimum Initial (s) 4.0 4.0 40 40 4.0 Minimum Split (s) 21.0 21.0 21.0 21-0 21.0 Total Split (s) 21.0 21.0 109.0 109.0 109.0 Total Split (%) 16.2% 16.2% 83,8% 83.8% 83.8% Maximum Green (s) 160 16.0 1 D4.0 104.0 104.0 Yellow Time (s) 4-0 4.0 4.0 40 4.0 All -Red Time (s) 1.0 1.0 10 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0-0 0.0 - Total Lost Time (s) 5.0 5.0 5.0 5 0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5-0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 110 110 _ Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 127.0 120-0 Actuated g/C Ratio 1-00 1.00 _ _ _____ vlc Ratio 024 0.35 Control Delay 0.2 03 Queue Delay 0.0 0.0 Total Delay 0.2 0-3 LOS A A Approach Delay 0.2 _ _ 0.3 Approach LOS A A Intersection Summary Area Type: Olher Cycle Length -.130 _ _- Acluated Cycle Length- 120 Natural Cycle- 45 Control Type: Semi Act-Uncoord Maximum v1c Ratio: 0.35 Intersection Signal Delay: 0.2 Intersection LOS: A Intersection Capacity Utilization 35.6% ICU Level of Seance A Analysis Period (min)15 SrAts and Phases: 10- S Main St & Lenardo Rd Carson IDIF 12:00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 356 of 570 Synchro 8 Repora Page 18 U Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 113/2019 WR YIdBL MT W9 -R NBL N8T Lane Configurations I 4t t? if 0 1 t? ? Volume (vph) 618 705 163 49 383 168 88 340 52 118 455 381 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.978 0.850 0.980 0.850 Flt Protected 0.950 0.989 0.950 0.950 0.950 Satd. Flow (prot) 1610 3716 0 1770 3539 1583 1770 3931 0 1770 3539 1583 Flt Permitted 0.508 0.747 0.142 0.415 0.477 Satd. Flow (perm) 861 2807 0 265 3539 1583 773 3931 0 889 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 49 177 28 414 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 672 766 177 53 416 183 96 370 57 128 495 414 Shared Lane Traffic (%) 42% Lane Group Flow (vph) 390 1225 0 53 416 183 96 427 0 128 495 414 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(fl) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1,Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector i Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex C1+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 a 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W,G, Zimmerman Engineering, Inc. Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 357 of 570 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 9/3/2019 --I -•--* 'r - k4\ T lv� l 4/ ane Group EBL E13T SWRyyBL W T WBR NEIL NBT NOR q L nBT L Bi Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 210 21.0 21.0 21.0 21.0 210 21.0 25.0 20.0 21.0 Total Split (s) 39.0 39.0 390 390 39.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 65.0% 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 160 16,0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 40 4.0 4.0 40 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 00 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 50 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 50 5.0 5.0 5.0 5.0 50 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 13.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 30.8 30.8 30.8 30.8 30.8 16.1 161 16.1 16.1 16.1 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.54 0.28 0.28 0.28 0.28 0.28 vlc Ratio 084 080 0.37 0.22 0.20 0.44 0.38 0.51 0.49 0.56 Control Delay 30.2 14.6 16.1 6.9 1.9 26.0 17.3 27.4 20.0 5.6 Queue Delay 00 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 15.0 16.1 6.9 1.9 26.0 17.3 27.4 20.0 5.6 LOS C B B A A C B C C A Approach Delay 18.7 6.3 18.9 15.2 Approach LOS B A B B Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57 Natural Cycle. 60 Control Type- Actuated -Uncoordinated Maximum v!c Ratio: 0.84 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 73.3% ICU Level of Service D _ Analysis Period (min)15 Splits and Phases: 11: S Foueroa S18 W Torrance Blvd tez I►b4 1 o6 t' f 08 Carson IDIF 12:00 pm 9/5/2018 Fulure PM without Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 358 of 570 Synchro 8 Reporl Page 20 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 Gane Group_ EBL EBT EBR 1Nt3L _ WT W-Wk NBT 8R SBL SBT S84 Lane Configurations 14 r FT* +T# tt e Volume (vph) 294 72 521 11 44 26 284 451 9 46 782 304 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.957 0.997 0.850 Flt Protected 0.961 0.993 0.950 0.950 Said. Flow (prot) 0 1790 1583 0 2006 0 3433 3999 0 1770 3539 1583 Flt Permitted 0.709 0.935 0.266 0.467 Said. Flow (perm) 0 1321 1583 0 1889 0 961 3999 0 870 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 82 28 5 240 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 42.3 14.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 320 78 566 12 48 28 309 490 10 50 850 330 Shared Lane Traffic (%) Lane Group Flow (vph) 0 398 566 0 88 0 309 500 0 50 850 330 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left (tight Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 6 Carson IDIF 12:00 pm 9!512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 359 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/3/2019 j ane Group EBL EBT EBR WBL W13T WBR 'NCL BT Nglq SBL 96r Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21,0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 26,0 26.0 26.0 26.0 26.0 29.0 29,0 29,0 29,0 29.0 Total Split (%) 473% 473% 47.3% 47.3% 47.3% 52.7% 52.7% 52.7% 52.7% 52.7% Maximum Green (s) 21.0 21.0 21.0 21,0 21.0 24.0 24.0 24.0 24,0 24.0 Yellow Time (s) 11.0 4.0 4.0 4.o 4.0 4.0 4.0 4,0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 10 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 00 0.0 0.0 00 0,0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5,0 5,0 5,0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11,0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 19.7 19.7 19.7 24.1 24.1 24.1 24,1 24.1 Actuated gIC Ratio 0.37 0.37 0.37 0.45 045 0.45 0.45 0.45 v1c Ratio 0.82 0.90 0.12 0,72 0.28 0.13 0.54 0.39 Control Delay 32.5 34.0 8.8 25.5 10.1 10.4 12.7 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Delay 32.5 34.0 8.8 25.5 10.1 10.4 12.7 48 LOS C C A C B B B A Approach Delay 33.4 8.8 16,0 10.5 Approach LOS C A B B intersection turnma Area Type: Other Cycle Length: 55 Actuated Cycle Length. 53.8 Natural Cycle: 55 Control Type- Actuated -Uncoordinated Maximum vlc Ratio: 0.90 Intersection Signal Delay: 19.1 Intersection LOS: B Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 12: S Main St & W Torrance BlvdlE Torrance 61vd _440 -10Is4 6 08 Carson IDIF 12.00 pm 915!2018 Future PM without project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 360 of 570 Synchro 8 Report Page 22 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 113/2019 'A --*. 4--- 4'. \*. Lane Group -- EBL WIT WR.-- SBL SBR T Lane Configurations ++ ♦ ? I Volume (vph) 0 0 0 394 580 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 1 2 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.97 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prat) 1863 3539 1863 1583 3433 1863 Flt Permitted 0.950 Satd. Flow (perm) 1863 3539 1863 1583 3433 1863 Right Tum on Red Yes Yes Satd. Flow (RTOR) 1091 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 428 630 0 Shared Lane Traffic (%) Lane Group Flow (vph) 0 0 0 428 630 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector i Extend (s) 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Queue (s) OA 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 I Detector 2 Type CI+Ex CI+Ex j Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering. Inc. Page 23 RESOLUTION NO. 19-068 (Exhibit A) Page 361 of 570 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 1/312019 ntersection gumma Area Type: Other Cycle Length- 45 Actuated Cycle Length: 34 Natural Cycle: 45 Control Type. Semi Act-uncoord Maximum vlc Ratio: 0.37 Intersection Signal Delay: 3.3 Intersection LOS: A Intersection Capacity Utilization 28.6% ICU Level of Service A s Analysis Period (min)15 uts ana Nnases: 1 J: uenarao Kan -490 bb Kam Carson IDIF 12:00 pm 9/512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 362 of 570 Synchro 8 Report Page 24 Gane Group EBL EBT WBT WBR SEIL S -BR - Switch Phase Minimum Initial (s) 4.0 40 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 22.0 22.0 22.0 22.0 23.0 23,0 Total Split (%) 489% 48.9% 48.9% 48.9% 51.1% 51.1% I Maximum Green (s) 17.0 17.0 17.0 17.0 18.0 18.0 U Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1 0 1.0 1.0 1,0 1.0 Lost Time Adjust (s) OA 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5,0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3,0 3,0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11,0 11.0 11.0 11,0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 5.5 18.5 Actuated gIC Ratio 0.16 0.54 vlc Ratio 0.37 0.34 Control Delay 09 5.0 Queue Delay Do 0.0 Total Delay 0.9 5.0 LOS A A Approach Delay 5.0 Approach LOS A ntersection gumma Area Type: Other Cycle Length- 45 Actuated Cycle Length: 34 Natural Cycle: 45 Control Type. Semi Act-uncoord Maximum vlc Ratio: 0.37 Intersection Signal Delay: 3.3 Intersection LOS: A Intersection Capacity Utilization 28.6% ICU Level of Service A s Analysis Period (min)15 uts ana Nnases: 1 J: uenarao Kan -490 bb Kam Carson IDIF 12:00 pm 9/512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 362 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps ESL fff E&R -WB--L WB -VW--i 1/3/2019 -A -•--v f*-- k$\ SB t �► 1 ane Group ESL fff E&R -WB--L WB -VW--i BT . -R6 ' SBL SBT SB Lane Configurations tt 0 ++ r* Volume (vph) 177 132 272 0 0 0 0 1180 195 0 960 400 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.979 0.850 Flt Protected 0.950 Said. Flow (prot) 3433 3539 1583 0 0 0 1863 3465 0 0 3539 1583 Flt Permitted 0.950 Said. Flow (perm) 3433 3539 1583 0 0 0 1863 3465 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 95 51 435 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 192 143 296 0 0 0 0 1283 212 0 1043 435 Shared Lane Traffic (%) Lane Group Flow (vph) 192 143 296 0 0 0 0 1495 0 0 1043 435 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector i Channel Detector 1 Extend (s) 0.0 0.0 OA 0.0 OA 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 12:00 pm 91512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 25 RESOLUTION NO. 19-068 (Exhibit A) Page 363 of 570 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 1/312019 � -0. � 1- � k- .6\ 4 i 4V Me -Group EBL EBT EBR ML WET MR NAL NBT NBR SBL S67 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 39.0 39.0 39.0 39,0 Total Split (%) 35.0% 35.0% 35.0% 65.0°% 65.0% 65.0% 65.0% Maximum Green (s) 16.0 16.0 16.0 34.0 34.0 34.0 34.0 Yellow Time (s) 4.0 4,0 4,0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 50 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3,0 3,0 3,0 3.0 3.0 Recafl Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 50 5,0 5,0 5.0 5.0 Flash Dont Walk (s) 11.0 110 110 11.0 11.0 1 t 11.0 Pedestrian Calls (#1hr) 0 0 0 0 0 0 0 Act Effct Green (s) 122 12.2 122 34.5 34.5 34.5 Actuated g/C Ratio 0.22 0.22 0.22 0.61 0,61 0.61 vlc Ratio 0.26 0.19 0.71 0,70 0,48 0.38 Control Delay 18.8 18.1 23.7 10.4 7.8 1,9 Queue Delay 0.0 00 0.0 0.0 0.2 0.0 Total Delay 18.8 18.1 23.7 10.4 8,0 1.9 LOS B B C B A A Approach Delay 20.9 10.4 6,2 Approach LOS C B A Intersection gumma Area Type: Other Cycle Length: 60 Actuated Cycle Length 56.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio; 0.71 Intersection Signal Delay: 10.5 Intersection LOS: B Intersection Capacity Utilization 52.2% ICU Level of Service A _ Analysis Period (min)15 Salits and Phases: 14; S Avalon Blvd $1-405 SB Ramps _01 02 -b'04 �9 S ZI S 1 o6 Carson IDIF 12:00 pm 91512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 364 of 570 Synchro 8 Report Page 26 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Rams 113/2019 -'V! * � 1 I t (ane Group tri CBT t8R" 1NBL WBT WBR NB -L' 58L . __ `_ SB Lane Configurations ttt r Volume (vph) 0 0 0 94 0 410 385 960 0 0 1263 521 Ideal Flow (vphpl) 1900 19DO 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 1.00 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. f=low (proQ 0 0 0 1681 1681 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.950 0.168 Satd. Flow (perm) 0 0 0 1681 1681 1583 607 3539 0 0 5085 1583 Right Tum on Red Yes Yes Yes Yes Satd_ Flow (RTOR) 149 566 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 102 0 446 418 1043 0 0 1373 566 Shared Lane Traffic (96} 50% Lane Group Flow (vph) 0 0 0 51 51 446 418 1043 0 0 1373 566 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) OA 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 OA 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Ct+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 27 RESOLUTION NO. 19-068 (Exhibit A) Page 365 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 1/312019 baneZ66 SBL EBT ESR WBL WEIT WR WL N 0T -I®R _ SBL SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 23.0 23.0 23.0 67.0 67.0 67.0 67.0 Total Split (%) 25.6% 25.6% 25.6% 74.4% 74.4% 74.4% 74,4% Maximum Green (s) 18.0 18.0 18.0 62.0 62.0 62.0 62.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 110 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 18.0 180 18.0 62.0 62.0 62.0 62.0 Actuated g/C Ratio 020 0.20 0.20 0.69 0.69 0.69 0.69 vlc Ratio 0.15 0.15 1.03 1.00 0.43 0.39 0.45 Control Delay 31.2 312 75.6 61.7 6.8 6,4 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.8 0.0 0.0 Total Delay 31.2 31.2 75.6 61.7 7.7 6.4 1.6 LOS C C E E A A A Approach Delay 67.3 23.1 5.0 Approach LOS E C A Intersection Summary Area Type: Other Cycle Length 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.03 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 60.3% ICU Level of Service B _ Analysis Period (min)15 Carson IDIF 12:00 pm 915)2018 FuWre PM without Project W G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 366 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/3/2019 jr 4.._ I t 'W -SE WBR NBT NBR SBL BT Lane Configurations y 0 tt Volume (vph) 235 171 516 271 371 909 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 12 12 Storage Length (ft) 0 0 0 90 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.943 0.948 Fit Protected 0.972 0.950 Satd. Flow (prot) 1935 0 3803 0 1770 3539 Fit Permitted 0.972 0.306 Satd. Flow (perm) 1935 0 3803 0 570 3539 Right Tum on Red Yes Yes Said. Flow (RTOR) 45 262 Link Speed (mph) 30 35 45 Link Distance (ft) 4544 1360 2482 Travel Time (s) 103.3 26.5 37.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 255 186 561 295 403 988 Shared Lane Traffic (%) Lane Group Flow (vph) 441 0 856 0 403 988 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 28 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 0.85 0.85 0.85 0.85 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 2 1 2 Detector Template Left Thru Left Thru Leading Detector (ft) 20 100 20 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 29 RESOLUTION NO. 19-068 (Exhibit A) Page 367 of 570 Lanes, Volumes, Timings 16: S Main St & E 213th St 113/2019 'r k t l bane Group VVBL W13R _N8T W _981 S_BT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4,0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 21.0 54,0 54.0 54.0 Total Split (%) 28.0% 72.0% 72.0% 72.0% Maximum Green (s) 16.0 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11-0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 16.0 49.0 49.0 49,0 Actuated gIC Ratio 0.21 0.65 0.65 0.65 vlc Ratio 0.98 0.33 1.08 0.43 Control Delay 68.2 42 89.3 6.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 68.2 42 89.3 6.9 LOS E A F A Approach Delay 68.2 4.2 308 Approach LOS E A C lntefse on Summary Area Type: Other Cycle Length. 75 _ Actuated Cycle Length: 75 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum v/c Ratio:1.08 Intersection Signal Delay: 28.5 Intersection LOS: C Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min)15 Carson IDIF 12;00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit: A) Page 368 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/3/2019 Lane i rout EBL EBT EBR WBL -WB-T- W WL WT NBR _.... SBL_. ..SBT SBFT Lane Configurations _ 1� 0 ) +0 1 tTT Volume (vph) 263 304 113 126 212 75 148 1013 130 93 927 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Udl. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.959 0.961 0.983 0.975 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 1770 2025 0 1770 3855 0 1770 5665 0 1770 5619 0 Flt Permitted 0.562 0.338 0.209 0.209 Satd. Flow (perm) 1047 2025 0 630 3855 0 389 5665 0 389 5619 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 44 32 62 119 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 330 123 137 230 82 161 1101 141 101 1008 205 Shared Lane Traffic (%) Lane Group Flow (vph) 286 453 0 137 312 0 161 1242 0 101 1213 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Carson IDIF 12:00 pm 91512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 31 RESOLUTION NO. 19-068 (Exhibit A) Page 369 of 570 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/312019 Lane group EBL EBT SBR L TNBI WBR NBL N_BT N_B_R_ SSB Detector Phase 4 4 8 8 2 2 6 6-. Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 210 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21,0 21.0 21,0 21,0 24.0 24.0 24.0 24.0 Total Split (%) 46.71k 46.7% 4671/6 46.7% 53.3% 53.3/0 53.3% 53.3% Maximum Green (s) 16.0 160 16.0 16.0 19.0 19,0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5,0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 Recall Mode Bone None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11,0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 14.7 14.7 14.7 14.7 19.1 19,1 19.1 19.1 Actuated g1C Ratio 0.34 0.34 034 0,34 0.44 0.44 0.44 0,44 vlc Ratio 0.81 0.64 0.65 0.24 0.95 0.50 0.60 0.48 Control Delay 35.3 15.7 307 97 820 9.6 31.1 9.0 Queue Delay 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Total Delay 35.3 15,7 30.7 9.7 820 9.6 311 9.0 LOS D B C A F A C A Approach Delay 23.3 161 17.9 10.7 Approach LOS C B B B ntersecton Summa Area Type: Other I Cycle Length: 45 Actuated Cycle Length: 43.8 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 76.8°% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 17: S Avalon Blvd 8 E 2131 St t02 X04 1s - 4 - oS b8 FAR Carson IDiF 12:00 p+n 9/512018 Future PM without Projeci W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 370 of 570 Synchro 9 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 We Group EBL EBT EBR WBL WBT WBR WL NBT IVB SBT SBF Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane 11b1. Factor Frt Flt Protected Satd. Flow (Prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Sald, Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (96] Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Posilion(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) . Tum Type Protected Phases Permitted Phases Detector Phase 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 5 2 9 135 557 518 62 419 34 237 357 125 91 446 174 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 213 100 75 152 100 0 230 20 0 240 0 0 1 0 0 1 0 0 2 0 0 2 0 0 25 0 0 25 6 20 25 6 20 25 20 6 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 0.0 0.0 0.850 0.0 0.989 0.0 0.0 0.961 0.0 0.0 0.958 0.0 0.950 0.0 0.0 0.950 0.0 0.0 0.950 0.0 0.0 0.950 0.0 0.0 1770 3539 1583 1770 3500 0 3433 3401 0 3433 3391 0 0.950 6 0.950 6 0.950 CI+Ex 0.950 CI+Ex 1770 3539 1583 1770 3500 0 3433 3401 0 3433 3391 0 Yes Yes Yes Yes 296 14 79 93 35 35 40 40 1243 2441 713 3767 24.2 47.6 12.2 64.2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 147 605 563 67 455 37 258 388 136 99 485 189 147 605 563 67 492 0 258 524 0 99 674 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 12 12 24 24 0 0 0 0 12 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 5 2 9 15 9 15 9 15 9 1 2 1 1 2 1 2 1 2 Left Thru Right Left Thru Left Thru Left Thru 20 100 20 20 100 20 100 20 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 6 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 Prot NA Perm Prot NA Prot NA Prot NA 7 4 3 8 5 2 1 6 4 7 4 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 915/2018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 371 of 570 ti Synchro 8 Report Page 33 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 bane Group ' EBL EBT EBR W6L MIT VW ASL BT Ria BR SBL SBT SBS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21,0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 9.0 21-0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (%) 15.0% 35.0% 35.0% 15.0% 35-0% 15.0% 35.0% 15.0% 35.0°% Maximum Green (s) 4.0 16-0 16.0 4.0 16-0 4.0 16.0 4.0 16.0 Yellow Time (s) 4.0 4-0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0-0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 50 5.0 5-0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 4.0 17.4 17.4 4.0 136 4.0 18.0 4.0 16.0 Actuated g/C Ratio 0.07 0.30 0.30 0.07 0.24 0-07 0.31 0.07 0.28 vlc Ratio 1.20 0.57 0.82 0.54 0.59 1.08 0.47 042 D.67 Control Delay 175.3 20.4 22.8 46.4 22.0 114.9 16.5 32.3 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 175.3 204 22.8 46.4 22.0 114.9 16.5 32.3 20.1 LOS F C C D C F B C C Approach Delay 38.7 24.9 49.0 21.7 Approach LOS D C D C Intersection Summary Area Type: Other Cycle Length, 60 Actuated Cycle Length: 57.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 1.20 Intersection Signal Delay: 35.0 Intersection LOS: C _ Intersection Capacity Utilization 65.9% ICU Level of Service .0 Analysis Period (min)15 Splits and Phases: 18: S Figueroa St & W Carson St \4001 t0203I]4 98 21s 215 05 1 o6 07 06 Carson IDIF 12:00 pm 9/512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 372 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19: S Main St & W Carson WE Carson St 13/2019 .ane Group EBL EBT EBR Wk WBT WN NBA TBT. MR. SBL S6T SB Lane Configurations tT it I tt ?r I ttt ) ttt Volume (vph) 118 497 43 105 334 53 163 546 100 165 793 112 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.850 0.850 0.977 0.981 Fit Protected 0.950 0.950 0.950 0,950 Said. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 4968 0 1770 4989 0 Flt Permitted 0.535 0.403 0.270 0.373 Said. Flow (perm) 997 3539 1583 751 3539 1583 503 4968 0 695 4989 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 47 58 102 71 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47.6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 128 540 47 114 363 58 177 593 109 179 862 122 Shared Lane Traffic (°�) Lane Group Flow (vph) 128 540 47 114 363 58 177 702 0 179 984 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 12;00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 373 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson SUE Carson St 1131201 Analysis Period (min)15 Splits and Phases: 19: S Main St 8 W Carson SUE Carson St t02 --*p4 zs s 215 o6 08 b9 521s Lane Grow EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 210 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 29.0 29.0 29.0 29.0 Total Split (%) 42,0°% 420% 42.0011 42,0% 42.0% 42.0% 58.0% 58.0`/6 58.0,0 58.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 24,0 24,0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5,0 5.0 5,0 5.0 5.0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3,0 3,0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5,0 5.0 50 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11,0 11,0 11,0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 13.1 13.1 13.1 13.1 13.1 13.1 24,1 24,1 24.1 241 Actuated gIC Ratio 0.28 0.28 0.28 028 0.28 0.28 0.51 0.51 0.51 0.51 vlc Ratio 0.46 0,55 0.10 0.55 0.37 0.12 0.69 027 0.51 0,38 Control Delay 20.0 16.7 5.3 25.2 146 5.0 29,8 63 15.1 7.4 Queue Delay 0.0 0.0 0.0 0,0 0,0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 16.7 5.3 25.2 14.6 5.0 29,8 6.3 15.1 74 LOS B B A C B A C A B A Approach Delay 16.5 15.8 11.0 8.6 Approach LOS B B B A )nterseciion Summary Area Type- Other Cycle length 50 Actuated Cycle Length: 47.3 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio- 0.69 Intersection Signa) Delay: 12.2 Intersection LOS: B Intersection Capacity UtiNzation 63.1% ICU Level of Service B Analysis Period (min)15 Splits and Phases: 19: S Main St 8 W Carson SUE Carson St t02 --*p4 zs s 215 o6 08 b9 521s Carson I DIF 12:00 pm 9/512018 Future PM without Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A� Page 374 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/312019 -'o --r --t 1- 4--- *-- 4\ t II i 41 Fane Gro6p .. _ EBL .EBT t=BR WL WB '"-WR ME .+ NBT' --VCR' SEL SBT 8B Lane Configurations +T* 0 ) ' tt* ) ttt Volume (vph) 171 640 73 392 367 104 77 777 478 234 804 101 Ideal Flow (vphpt) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 i50 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.985 0.967 0.943 0.983 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3486 0 3433 3422 0 1770 4795 0 1770 4999 0 Flt Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 3433 3486 0 3433 3422 0 1770 4795 0 1770 4999 0 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 12 38 170 26 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Ada. Flow (vph) 186 696 79 426 399 113 84 845 520 254 874 110 Shared Lane Traffic (%) Lane Group Flow (vph) 186 775 0 426 512 0 84 1365 0 254 984 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Tuming Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 375 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/3/2019 bane Group EBL EBT EBR WBL WST WBR NBL NET NBR SBL SST SB Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 14.0 24.0 170 27.0 14.0 30..0 19,0 35,0 Total Split (%) 15.6% 26.7% 18.9% 30.0% 15.6% 33,3% 21.1% 38.9% Maximum Green (s) 9.0 19.0 12.0 22.0 9.0 25.0 14.0 30,0 Yellow Time (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 Act Effct Green (s) 8.7 19.0 12.0 22.3 8.2 25.0 14.0 33.0 Actuated gIC Ratio 0.10 0.21 0.13 0.25 0.09 0.28 0.16 0.37 vlc Ratio 056 1.04 0.93 0.58 0.52 0.94 0.92 0.53 Control Delay 458 79.5 682 30.7 50.7 41.4 774 23.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.8 79.5 68.2 30.7 50.7 41.4 77.4 23.9 LOS D E E C D D E C Approach Delay 73.0 47.7 42.0 34.9 Approach LOS E D D C Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 1.04 Intersection Signal Delay: 47.7 Intersection LOS: D Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St �ol l o2 '63 -004 195I 75 :1245 Ums 114s 05 I 4- • 06 a7 08 I W7 Carson IDIF 12 00 pm 9/5/2018 Future PM without Proaeci W.G. Zimmerman Engineenng, Inc. RESOLUTION NO, 19-068 (Exhibit A) Page 376 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson S# 1!312019 * carie Group _ Et3L EBT EBR WBL WBT WIC N9L NBT W_BR_ SBL SBT SS . Lane Configurations I t? r ) ttt VW if r Volume (vph) 16 1052 810 109 983 0 32 0 57 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper'L ne gth (ft) 25 25 25 25 Lane Lltil. Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0.256 0.220 0.950 Said. Flow (perm) 429 3185 1425 369 4577 0 1593 0 1425 0 0 1676 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 880 62 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 36.2 8,0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 1143 880 118 1068 0 35 0 62 0 0 0 Shared Lane Traffic (9b) Lane Group Flow (vph) 17 1143 880 118 1068 0 35 0 62 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Protected Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson ID IF 12:00 pm 915/2018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 377 of 570 Lanes, Volumes, Timings 21:1405 SB Ramps & E Carson St 1/312019 --* -• "V 'r k *\ T �► ♦ *� ane Group_ _.._ _58_L EST EBR WBL 4 T VYBR NBL NBT WR SBL SIV. Switch Phase Minimum Initial (s) 4.4 4.0 4-0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21-0 21.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 21-0 Total Split (%) 65.0% 65.0% 65.0°% 65.0% 65.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16-0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 10 1.0 1.0 1.0 1.0 1,0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3-0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 50 5.0 5.0 5.0 5.0 5-0 5.0 5.0 Flash Dont Walk (s) 11-0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 29.2 29.2 29.2 29.2 29.2 6-7 6.7 Actuated g1C Ratio 0.63 0.63 0.63 0.63 0.63 0.15 0.15 r vlc Ratio 0.06 0.57 0.72 0.51 0.37 0.15 0.24 Control Delay 3.9 6.1 4.3 13.9 4.4 20.9 9.2 Queue Delay 0.0 0.0 0.0 0.0 00 0.0 0,0 Total Delay 3.9 61 43 13.9 4.4 20.9 9.2 LOS A A A B A C A Approach Delay 53 5.3 Approach LOS A A Intersection Summary Area Type: CBD Cycle Length: 60 _ Actuated Cycle Length: 46.2 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum vic Ratio: 0.72 _ Intersection Signal Delay: 5.5 Intersection LOS. A Intersection Capacity Utilization 70.8% ICU Level of Service --- C - --- - -- Analysis Period (min)15 and Phases: 21:1405 SB Ramps 8 E Carson St Y4 Y� 21S o6 QS Carson IDIF 12:00 pm 9/512018 Future PM without Project Synchro 8 Report V.G. Zimmerman Engineering, Inc. Page 40 RESOLUTION NO. 19-068 (Exhibit A) Page 378 of 570 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 1/312019 _11 _-► -�V j- *-- k 4% t lR �► .� ane Grou """ CBL EBT EUR WK Wf BRNBL #RBT BR 'TBT � 58 Lane Configurations +T+ tt If 4 if Volume (vph) 122 960 36 23 672 391 36 20 20 39 8 410 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.969 0.960 Said. Flow (prot) 1770 3522 0 1770 3539 1583 0 1805 1583 0 1788 1583 Flt Permitted 0.315 0.183 0.845 0.803 Said. Flow (perm) 587 3522 0 341 3539 1583 0 1574 1583 0 1496 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 9 425 40 120 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 133 1043 39 25 730 425 39 22 22 42 9 446 Shared Lane Traffic Lane Group Flow (vph) 133 1082 0 25 730 425 0 61 22 0 51 446 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Tuming Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 12:00 pm 91512018 Future PM without Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 41 RESOLUTION NO. 19-068 (Exhibit A) Page 379 of 570 Lanes, Volumes, Timings 22: Recreation Rd/1-405 NB Ramps & E Carson St 1/3/2019 �--*"t f-~ k- 4N T/0 1* l bane Group EBL EBT EBR WBL WBT WSR NBL FST SBR SBL SBT 5139 Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4,0 4.0 40 40 4.0 4.0 4.0 4.0 4.0 4,0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 29.0 29.0 29,0 29-0 29.0 26.0 26.0 26,0 26.0 26.0 26.0 Total Split ('14) 527% 52.7% 527% 527% 52,7% 473% 47.3% 4731/6 47.390u 47.3/a 47-3% Maximum Green (s) 24.0 24.0 24,0 24.0 24.0 21-0 21.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 Alt -Red Time (s) 1.0 1.0 1.0 1-0 1.0 1.0 1.0 1,0 1.0 11.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5,0 5,0 5,0 5,0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 30 3,0 30 3.0 3,0 3,0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5 0 5.0 5.0 5.0 5-0 5.0 5-0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11-0 11.0 11,0 11.0 11.0 11,0 110 11,0 11,0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 0 Act EfIct Green (s) 21.9 21.9 21.9 21.9 21.9 21.1 21-1 21.1 21,1 Actuated g/C Ratio 0.41 0.41 0.;1 0.41 0.41 040 0.40 0.40 0.40 v/c Ratio 0.55 0.74 0.18 0.50 0,47 0-10 003 0.09 0.64 Control Delay 21.8 16.6 13.3 12.7 3.2 115 26 11,4 148 Queue Delay 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0,0 0.0 Total Delay 21.8 16.6 13.3 12.7 3.2 115 2.6 11.4 14.8 LOS C B B B A B A B B Approach Delay 17,2 9,3 9.1 14.4 Approach LOS B A A B )ntemecton Summary Area Type: Other - _ - Cycle Length: 55 Actuated Cycle Length: 53 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 13,4 Intersection LOS: B Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min)15 Splits and Phases- 22: Recreation Rd/I-405 NB Ramps 8 E Carson St 1o2 -w4 NS �9S o6 4- CB Carson IDIF 12:00 pm 9/5+2018 Future PM without Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 380 of 570 Synchro 8 Report Page 42 City of Carson Interim Development and Soundwall Impact Fee Future (Year 2023) + Development RESOLUTION NO. 19-068 (Exhibit A) Page 381 of 570 Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Ramps II 1/312019 ,0 t i ne-Group WBL. WBR NBT N8R SBL 99--T - Lane Configurations f i� I TT Volume (vph) 0 0 881 65 86 901 Ideal Flow (vphpl) 1900 19DO 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 095 1.00 0.95 Frt 0.990 Flt Protected 0.950 Satd. Flow (prof) 0 0 3504 0 1770 3539 Flt Permitted 0.950 Satd. Flow (perm) 0 0 3504 0 1770 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 958 71 93 979 Shared Lane Traffic (�) Lane Group Flow (vph) 0 0 1029 0 93 979 Enter Blocked Intersection No No No No No No Lane Alignment Left Riahl Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 _ Sign Control Yield Free Free Intersection Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min)15 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 382 of S70 Synchro 8 Report Page 1 a n Lanes, Volumes, Timings 2: S Figueroa St & 1-405 NB Ramps II 113/2019 t t Lane Configurations r tt }t Volume (vph) 203 301 942 0 0 727 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Fri. 0.850 Flt Protected 0.950 Said. Flow (prot) 1770 1583 3539 0 0 3539 Flt Permitted 0.950 Said. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adi, Flow (vph) 221 327 1024 0 0 790 Shared Lane Traffic (%) Lane Group Flow (vph) 221 327 1024 0 0 790 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min)15 Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 383 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/312019 -.4 -,1. --* 'e- *-- I-- -4\ Lane Group EBL EBT EBR WBL W6T MR NBL NBT NBR SBL SCT Lane Configurations 1� ti� I tt Volume (vph) 27 99 11 0 0 0 0 776 77 92 778 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 250 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1 00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.985 0.986 FII Protected 0.950 0.950 Satd. Flow (prot) 1770 1835 0 0 0 0 0 3490 0 1770 3539 0 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1770 1835 0 0 0 0 0 3490 0 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Satd, Flow (RTOR) 9 20 Link Speed (mph) 40 40 45 45 Link Distance (ft) 607 169 2341 290 Travel Time (s) 10.3 2.9 35.5 4.4 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 108 12 0 0 0 0 843 84 100 846 0 Shared Lane Traffic (%) Lane Group Flow (vph) 29 120 0 0 0 0 0 927 0 100 846 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Aignmenl Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 OA 0,0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0,0 0.0 OA 0,0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Defector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Defector 2 Extend (s) 0.0 0.0 0.0 Tum Type Prot NA NA Prot NA Protected Phases 4 2 1 6 Permitted Phases 4 Detector Phase 4 4 2 1 6 Carson IDIF 9+512018 Future Plus Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 384 of 570 Synchro 8 Report Page 3 k Lanes, Volumes, Timings 3. S Main St & 1.405 SB Ramps 1/3/2019 ane Group EBL EBT EBR9L_ �VHT WB --R NBL NBT 14BK SBL _§0 SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 21.0 21.0 27.0 12.0 39.0 Total Split (%) 35.0% 35.0% 45.0% 20.0% 65.0% Maximum Green (s) 16.0 16.0 22.0 7.0 34.0 Yellow Time (s) 4-0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act EfIct Green (s) 8.5 8.5 28.4 6.7 38.0 Actuated gIC Ratio 0.16 0.16 0.53 0.13 0.71 vlc Ratio 0.10 0.40 0.50 0.45 0.34 Control Delay 19,11 72.3 12.3 28.9 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.2 Total Delay 19.1 22.3 12,3 28.9 4.9 LOS B C B C A Approach Delay 21.7 12.3 7.5 Approach LOS C B A ntemommumma Area Type: Other Cycle Length: 60 Actuated Cycle Length: 53.5 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.50 Intersection Signal Delay: 10.7 Intersection LOS: B Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min)15 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 385 of 570 Synchro 8 Report Page 4 Lanes, Volumes, Timings 4; S Main St & 1-405 NB Ramps 1/3/2019 Lane Group EBL r6- SBR WI3L. WBT 4 RN_BL NBT NBR SBI. SBT SBR_ Lane Configurations 4T+ I ++ +T Volume (vph) 0 0 0 90 388 201 30 773 0 0 804 86 Ideal Flow (vphpl) 1900 1900 1900 1900 190D 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 095 Frl 0.956 0 986 Flt Protected 0.993 0.950 Satd. Flow (prof) 0 0 0 0 3360 0 1770 3539 0 0 3490 0 Fit Permitted 0.993 0.229 Satd. Flow (perm) 0 0 0 0 3360 0 427 3539 0 0 3490 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 77 31 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 Adj. Flow (vph) 0 0 0 98 422 218 33 840 0 0 874 93 Shared Lane Traffic (°%) Lane Group Flow (vph) 0 0 0 0 738 0 33 840 0 0 967 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 t 00 1.00 1.00 1.00 100 1 00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (fti 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 00 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 00 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 40 Minrmum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 91512018 Future Plus Project W.G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 386 of 570 Synchro 8 Report Page 5 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/3/2019 ---* -• --v 'r '- k 4 / �► .ane Group ESL 1 gf EBR 'YVBL WBT WBR NBL _t NBT NB_R SBL SBS MM Total Split (s) 21.0 21.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 OA 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 13.7 19.1 19.1 19.1 Actuated g1C Ratio 0.32 0.45 0.45 0.45 v1c Ratio 0.65 0.17 0.53 0.62 Control Delay 14.1 11.0 10.7 11.4 Queue Delay 0.0 0.0 0.2 OA Total Delay 14.1 11.0 10.9 11.4 LOS B B B B Approach Delay 14.1 10.9 11.4 Approach LOS B B B Int_e s' lion +Summa Area Type; Other Cycle Length: 45 Actuated Cycle Length: 42,8 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.65 Intersection Signal Delay., 12.0 Intersection LOS: B Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min)15 Splits and Phases: 4: S Main St 81-405 NB Ramps Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 387 of 570 Synchro 8 Report Page 6 02 as �s 06 Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 387 of 570 Synchro 8 Report Page 6 Lanes, Volumes, Timings 5. S Figueroa St & W Del Amo Blvd 1/312019 --* --. -V%< '- 4- 4\ T �► 1 4/ Lane Group EBL EBT EBR WBL BTi WBR NBL NBT hIE3R SBL SBT .S$. Lane Configurations ) ++T* I ++ if Vi tt # ff f Volume (vph) 154 414 101 327 1205 172 202 748 506 58 390 450 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 091 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.971 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prol) 1770 4938 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 4938 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 60 206 504 267 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) ;.9 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 167 450 110 355 1310 187 220 813 550 63 424 489 Shared Lane Traffic (%) Lane Group Flow (vph) 167 560 0 355 131 a 187 220 813 550 63 424 489 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 a Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Posibon(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Fac CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector i Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Perm Prot NA Penn Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 9/512018 Future Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 388 of 570 Lanes, Volumes, Timings 5: S Figueroa St .& W Del Amo Blvd 1/312019 WniGroup UK EBT EBR MIL VAT WBR NBL N13T NBR SK SBT SBJ Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21,0 21.0 9.0 21.0 21.0 Total Split (s) 14.0 25.0 27.0 38.0 38.0 16.0 29.0 29.0 9.0 22.0 22.0 Total Split (%) 15,6% 27.8% 30.0% 42.2% 42.2% 17.8% 32.2% 32.2% 10.0% 24.4% 24.4% Maximum Green (s) 9.0 20.0 22.0 33.0 33.0 11.0 24.0 24.0 4.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 30 3,0 3.0 3,0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 110 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 9.0 21.3 20.7 33.0 33.0 11.0 25.8 25.8 4.0 17.0 17.0 Actuated g/C Ratio 0.10 0.24 0.23 0.37 0.37 0,12 0.29 0.29 0.04 0.19 0.19 vic Ratio 0.94 0.46 087 1.01 0.26 1.02 0.80 0.68 0.81 0.63 0.95 Control Delay 97,3 27.9 56.4 57.1 3.3 107.8 37.8 8.8 104.0 38.5 47.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Total Delay 97.3 27.9 56.4 57.1 3.3 107.8 37.8 B.8 104.0 38.5 47.0 LOS F C E E A F D A F D D Approach Delay 43.9 51.5 37,5 47.0 Approach LOS D D D D ntersecfion Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.02 Intersection Signal Delay: 45.2 Intersection LOS: D Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min)15 Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 389 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 bane Group EBL EBT EBR WBL WBT WBR NBL hlRT NBR SBL SBT SBF Lane Configurations Volume (vph) 203 899 212 237 1294 74 178 595 254 72 538 190 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Ulil. Factor 1.00 0.91 091 1.00 0.91 0.91 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.971 0.992 0.955 0.961 r1i Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4938 0 1770 5045 0 1770 3380 0 1770 3401 0 Flt Permitted 0 950 0 950 0.950 0.950 Satd. Flow (perm) 1770 4938 0 1770 5045 0 1770 3380 0 1770 3401 0 Right Tum on Red Yes Yes Yes Yes SaW. Flow (RTOR) 58 10 75 52 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow(vph) 221 977 23G 258 1407 80 193 647 276 78 585 207 Shared Lane Traffic (36) Lane Group Flow (vl)hj 221 1207 0 258 1487 0 193 923 0 78 792 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 9/512018 Future Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 390 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 -.4 -0.---* 'r*-- 4 t �► 1 bane Group EBL EBT EBR' W Wf IM RK lW$T hIBR SBL sBr 56 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 17.0 28.0 20.0 31.0 15.0 32.0 10.0 27.0 Total Split (%) 18.9% 31.1% 22.2% 34.4% 16.7% 35.6% 11.1% 30.0% Maximum Green (s) 12.0 23.0 15.0 26.0 10.0 27.0 5.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act E#fct Green (s) 12.0 23.3 14.7 26.0 10.0 29.0 5.0 22.0 Actuated g/C Ratio 0.13 0.26 0.16 0.29 0.11 0.32 0.06 0.24 vlc Ratio 0.94 0.91 0.89 1.02 0.98 0.81 0.80 0.91 Control Delay 85.2 42.9 69.8 60.1 103.1 33.3 92.2 47.0 Queue Delay OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 85.2 42.9 69.8 60.1 103.1 33.3 92.2 47.0 LOS F D E E F C F D Approach Delay 49.4 61.6 45.4 51.1 Approach LOS D E D D ntersectlon Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.02 Intersection Signal Delay: 52.9 Intersection LOS: D Intersection Capacity Utilization 85.4°% ICU Level of Service E Analysis Period (min)15 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 391 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 7- Stamps Dr & E Del Amo Blvd 113/2019 bane Group EBL EBT EBR WBL ftT WAR NBL NBT _N_BR SBL SBT 5B Lane Configurations t+ r I ++ a' r Vi 1� F Volume (vph) 0 1068 73 23 1430 0 57 0 36 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane L M. Factor 1.00 0.95 100 1.00 0.95 1.00 095 0.95 1.00 1.00 0.95 0.95 Frt 0.850 0.850 Flt Protected 0 950 0.950 0 950 Satd. Flow (prot) 1863 3539 1583 1770 3539 0 1681 1681 1583 1863 1770 1770 Flt Permitted 0.121 0.950 0.950 Satd. Flow (perm) 1863 3539 1583 225 3539 0 1681 1681 1583 1863 1770 1770 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 95 95 Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.6 18.9 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 0 1161 79 25 1554 0 62 0 39 0 0 0 Shared Lane Traffic (%) 50% 0% Lane Group Flow (vph) 0 1161 79 25 1554 0 31 31 39 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Righl Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 _ �) Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Penn NA Perm Perm NA Split NA Perm Perm Perm Protected Phases 4 8 2 2 6 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 9/5/2018 Future Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 11 RESOLUTION NO. 19-068 (Exhibit A) Page 392 of 570 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 113/2019 bane Group EBL _E_BT__.'EB_R _ 8L WBT 'SBR I� MUT N6N SBL SBT ZM Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 40 4.0 4.0 40 40 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 210 21.0 21.0 210 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 380 380 21.0 21.0 21.0 210 21.0 21.0 Total Split (%) 47.5% 47.5% 47.5% 47.5% 47.5% 26.3% 26.3% 26.3% 26.3% 26.3% 26.3% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 16.0 16.0 16-0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4-0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 110 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 33.0 33.0 33.0 16.0 16.0 16.0 Actuated g/C Ratio 0.41 0.41 0.41 0.41 0.20 0.20 0.20 vlc Ratio 0.80 0.11 027 1. D7 009 0.09 0.10 Control Delay 25.6 3.0 25.1 68.0 27.0 27.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 3.0 25.1 68.0 27.0 27.0 0.5 LOS C A C E C C A Approach Delay 24.1 67.3 16.8 Approach LOS C E B ntersection Summa Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.07 Intersection Signal Delay: 47.2 Intersection LOS: D Intersecdon Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 7: Stamps Dr & E Del Amo Blvd �02 � o6 -0'04 LIS 1038s 4- 08 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 393 of 570 Synchro 8 Report Page 12 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd, Flow (perm) Right Turn on Red Satd, Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Posi#ion(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase 1/3/2019 4\ 45 /0� 15 45 -4/ 9- L EBT EBR WBL WBT W BR I TT r 1) ++ If 394 659 119 186 871 101 1900 1900 1900 1900 1900 1900 160 716 160 195 947 195 1 No 0 0 No 1 25 Left Right 25 Left Right 1.00 0.95 100 1.00 0.95 1.00 0 0 0.850 0 0 0.850 0 950 12 0 0.950 12 0 1770 3539 1583 1770 3539 1583 0.950 6 20 0.950 6 CI+Ex 1770 3539 1583 1770 3539 1583 CI+Ex CI+Ex Yes C1+Ex 0.0 Yes 0.0 0.0 169 0,0 121 169 1/3/2019 4\ 45 /0� 15 45 -4/ N9L 3009 NBR SBL 3520 1 2 456 r 1) 53.3 1 0.92 0.92 0.92 0.92 0.92 0.92 428 716 129 202 947 110 428 716 129 202 947 110 No No No No No No Left Left Right Left Left Right 1.00 12 1.00 0.97 12 091 0 0 0.850 0 0 0 0 950 12 0 0 950 12 0 100 100 1.00 1.00 1.00 1.00 1/3/2019 4\ t /0� 15 -4/ N9L NBT NBR SBL SRS' 1 2 +++ r 1) +0 1 311 1131 301 171 709 391 1900 1900 1900 1900 1900 1900 180 Left 310 100 100 0 1 100 1 2 100 0 25 100 0 25 0 0 1.00 0,91 1.00 0.97 0.91 091 0 0 0.850 0 0.947 0 0 950 0 0 0 950 0 0 1770 5085 1583 3433 4816 0 0.950 6 20 0,950 6 CI+Ex 1770 5085 1583 3433 4816 0 CI+Ex CI+Ex Yes C1+Ex 0.0 Yes 0.0 0.0 327 0,0 121 0.0 0.0 35 0,0 0.0 35 0.0 0.0 2946 0.0 0.0 3936 00 0.0 57.4 0.0 0.0 76.7 0.0 0.92 0.92 0,92 0.92 0.92 0.92 338 1229 327 186 771 425 338 1229 327 186 1196 0 No No No No No No Left Left Right Left Left Right CI+Ex 24 CI+Ex 24 CI+Ex 0 CI+Ex 0 0.0 12 0.0 12 0.0 1.00 1.00 1.00 1.00 1.00 100 15 9 15 9 15 9 15 1 2 1 1 2 1 1 2 1 1 2 Left Tlrru Right Left Thru Right Left Thru Right Left Thru 20 100 20 20 100 20 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 20 6 20 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex C1+Ex 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 0,0 0.0 0.0 0.0 0,0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0,0 Prot NA Perm Prot NA Perm Prot NA Perm Prot NA 7 4 3 8 5 2 1 6 4 8 2 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 9/512018 Future Pius Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 394 of 570 =U Synchro 8 Report Page 13 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 --* --.--* f~ 4-4\ t 140. l -V Lane Group EBL EBT EBR WBL WB7 WBR _ NBL NBT NBR S8L SBT S�BB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21-0 21.0 9.0 21-0 21-0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 26.0 35.0 35.0 21.0 30.0 30.0 21.0 43.0 43.0 11.0 33.0 Total Split (%) 23.6% 31.8% 31.8% 19.1% 27.3% 27.3% 19.1% 39.1% 39.1% 10.0% 30.0% Maximum Green (s) 21.0 30.0 30.0 16.0 250 25.0 16.0 38.0 38.0 60 28.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 40 4.0 Ali -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 21.0 30.8 30.8 15.2 25.0 25.0 160 38.0 38.0 6.0 28.0 Actuated gIC Ratio 0,19 0.28 0.28 0.14 0.23 0.23 0.15 0.35 0.35 0.05 0.25 vIc Ratio 1.27 0.72 023 0.83 1.18 0.22 1.32 0.70 0.43 0.99 0.91 Control Delay 180.6 40.9 2.9 73.0 131.2 2.1 204.9 33.7 4.7 117.4 46.8 Queue Delay 0.0 0.0 00 0.0 0.0 0.0 0.0 0-0 0.0 0.0 0.0 Total Delay 180.6 40.9 2.9 73.0 1312 2.1 204.9 33.7 4.7 117.4 46.8 LOS F D A E F A F C A F D Approach Delay 84.1 110.6 59.2 56.3 Approach LOS F F E E n.iersedon gumma Area Type: Other Cycle Length: 110 Actuated Cycle Length: 110 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum v1c Ratio: 1.32 Intersection Signal Delay: 75.1 Intersection LOS: E Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min)15 Splits and Phases: 8: S Avalon Blvd & E Del Amo Blvd \*of tot N,0,03 I "N4 is I "S 1 P135s 05 l i=- ■ 06 q7 Cs Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 395 of 570 Synchro 8 Report Page 14 Lanes, Volumes. Timings 9: S Figueroa St & 1-110 NB Ramps 1.00 1-00 1.00 1,00 1/312019 -A --v -4\ t II i 781 Lane Group ERL EBR W L KAT SBT SBR Lane Configurations Volume (vph) Ideal Row (vphpl) Storage length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prof) Flt Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Posiiion(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases Detector Phase 1.00 1.00 1-00 1.00 1,00 1.00 _ 15 691 342 726 781 506 294 1900 1900 1900 1900 1900 1900 0 0 235 20 100 250 2 0 2 0 0 1 25 0 25 0 0 20 0.97 0.95 0.97 0.95 0.95 1.00 0.950 CI+Ex CI+Ex 0.0 0.0 0.850 0.968 0.0 0 950 4.0 0.0 0.0 3323 0 3433 3539 3539 1583 0.968 0.446 3323 0 1612 3539 3539 1583 Yes Yes 190 320 40 40 40 170 828 791 2.9 14.1 13.5 0-92 0.92 0.92 0.92 0.92 0-92 751 372 789 849 550 320 1123 0 789 849 550 320 No No No No No No Left Right Left Left Left Right 24 24 24 0 0 0 12 12 12 1.00 1.00 1-00 1.00 1,00 1.00 _ 15 9 15 0.0 - Prot Perm NA 9 1 1 2 2 1 Left Left Thru Thru Right 20 20 100 100 _ 20-- 0 0 0 0 0 0 0 0 0 0 20 20 6 6 20 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 - Prot Perm NA NA Perm 4 2 6 2 6 4 2 2 6 6 Carson IDIF 915/2018 Future Plus Projecl W.G. Zimmerman Engineering Inc. RESOLUTION NO. 19-068 (Exhibit Al Page 396 of 570 Synchro 8 Report Page 15 Lanes, Volumes, Timings 9: S Fi ueroa St & 1-110 NB Ramps 113/2019 � � 4% ! 1 [ ane Group %L -WB--T- -ST3 T SB1� Switch Phase Minimum Initial (s) 4.0 40 4.0 4.0 40 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 29.0 29.0 29.0 29.0 Total Split (%) 42.0% 58.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1,0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 16.0 24.0 24.0 24.0 24.0 Actuated g1C Ratio 0.32 0.48 0.48 0.48 0.48 vlc Ratio 0.94 1.02 0.50 0.32 0.35 Control Delay 31.8 55.4 10.2 8.7 2.4 Queue Delay 0.0 0.0 0.0 0.0 OA Total Delay 31.8 55.4 10.2 8.7 2.4 LOS C E B A A Approach Delay 31.8 31.9 6.3 Approach LOS C C A intersection Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 50 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.02 Intersection Signal Delay: 25.8 Intersection LOS: C intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min)15 Carson IDIF 9!512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 397 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 113/2019 'r k 1 >< W8L WBR NBT NBR SBL SBT Lane Configurations r tv Vi ++ Volume (vph) 25 32 946 61 59 940 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 145 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95 Fit 0.850 0.991 Flt Protected 0.950 0.950 Satd. Flow (prol) 1770 1583 3507 0 1770 3539 Flt Permitted 0.950 0.254 Satd. Flow (perm) 1770 1583 3507 0 473 3539 Right Turn on Red Yes Yes Satd. Flow (RTOR) 35 18 Link Speed (mph) 25 45 45 Link Distance (ft) 479 971 534 Travel Time (s) 13.1 14.7 8.1 Peak Hour Factor 0.92 0.92 0.92 0-92 0.92 0.92 Adj. Flow (vph) 27 35 1028 66 64 1022 Shared Lane Traffic (%) Lane Group Flow (vph) 27 35 1094 0 64 1022 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane Headway Factor 1-00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Leff Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 _ Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector i Extend (s) 0.0 0.0 0.0 0.0 0.0 _ Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Posifion(ft) 94 94 _ Detector 2 Size(ft) 6 6 _ Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Defector Phase 8 8 2 6 6 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 398 of 570 Synchro 8 Report Page 17 Lanes, Volumes, Timings 10. S Main St & Lenardo Rd 113/2019 nterseclion Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 45.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.36 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 10: S Main St 8 Lenardo Rd oz fe k I /,. ',* t ane Group YII W t A SBS SST Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 29.0 29.0 29.0 Total Split (%) 42.0% 42.0% 58.0% 58.0% 58.0% Maximum Green (s) 16.0 16.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5A 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#mr) 0 0 0 0 0 Act Effct Green (s) 6.3 6.3 39.3 39.3 39.3 Actuated g/C Ratio 0.14 0.14 0.86 0.86 0.86 vlc Ratio 0.11 0.14 0.36 0.16 0.34 Control Delay 18.5 9.1 2.8 4.1 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 18.5 9.1 2.8 4.1 2.7 LOS B A A A A Approach Delay 13.2 2.8 2.8 Approach LOS B A A nterseclion Summa Area Type: Other Cycle Length: 50 Actuated Cycle Length: 45.8 Natural Cycle: 50 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.36 Intersection Signal Delay: 3.1 Intersection LOS: A Intersection Capacity Utilization 47.3% ICU Level of Service A Analysis Period (min)15 Splits and Phases: 10: S Main St 8 Lenardo Rd oz f'08 Z9 s 06 Carson IDIF 9/5/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 399 of 570 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd E6L Ft3T EBR WL MT- IBR 11312019 'A, --V '<'- k4\ t MM �► l I ane Group E6L Ft3T EBR WL MT- IBR NIAL NBT NBR SK T--- MM Lane Configurai;ons I ++ r +T I ++ e Volume (vph) 664 546 164 61 558 209 184 626 60 83 351 441 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 + Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Fri 0.976 0.850 0.987 0.850 Flt Protected 0.950 0.984 0.950 0.950 0.950 Said. Flow (prot) 1610 369D 0 1770 3539 1583 1770 3959 0 1770 3539 1583 Flt Permitted 0.411 0.645 0.171 0.516 0.235 Said. Flow (perm) 697 2419 0 319 3539 1583 961 3959 0 438 3539 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 53 43 17 259 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 Adj. Flow (vph) 722 593 178 66 607 227 200 680 65 90 382 479 Shared Lane Traffic 50% Lane Group Flow (vph) 361 1132 0 66 607 227 200 745 0 90 382 479 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1.00 1.00 0.85 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 _ Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex _J Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 6 6 Carson IDIF 9/512018 Future Plus Project W G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 400 of 570 Synchro 8 Report Page 19 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/312019 Lane Group SBL E9T EBR VV87L WBT WBR NBL NBT N8R SBL SB1= SBS Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 22.0 22.0 22.0 22.0 22.0 Total Split (%) 63.3% 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7% 36.7% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5,0 5.0 5.0 5.0 5.0 6.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 32.3 32.3 32.3 32.3 32.3 17.0 17.0 17.0 17.0 17.0 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.54 0.29 0.29 0.29 0.29 0.29 vlc Ratio 0.95 0.84 0.38 0.31 0.26 0.73 0.65 0.72 0.38 0.75 Control Delay 53.6 18.6 15.7 7.9 6.6 38.2 21.4 55.7 18.5 18.1 Queue Delay 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.6 18.7 15.7 7.9 6.6 38.2 21.4 55.7 18.5 18.1 LOS D B B A A D C E B B Approach Delay 27.1 8.2 25.0 21.8 Approach LOS C A C C Area Type: Other Cycle Length: 60 Actuated Cycle Length: 59.3 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay: 21.5 Intersection LOS: C Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period (min)15 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 401 of 570 Synchro 8 Report Page 20 Lanes, Volumes, Timings 12; S Main St & W Torrance Blvd/E Torrance Blvd 1/3/2019 ane G EBL fBT EBR WBL. WeT WBR NBL NBT NEIZ 53L F S J Lane Configurations 4 r + 1) +T* Volume (vph) 337 24 262 10 77 36 401 717 9 12 572 314 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Ubl. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.961 0.998 0.850 Fit Protected 0.955 0.996 0,950 0 950 Satd. Flow (prol) 0 1779 1583 0 2021 0 3433 4003 0 1770 3539 1583 Flt Permitted 0.704 0.959 0.391 0.299 Satd. Flow (perm) 0 1311 1583 0 1946 0 1413 4003 0 557 3539 1583 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 168 39 3 339 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 42.3 14.7 Peak Hour Factor 0.92 {x.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 366 26 285 11 84 39 436 779 10 13 622 341 Shared Lane Traffic (%) Lane Group Flow (vph) 0 392 285 0 134 0 436 789 0 13 622 341 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) OA 0.0 0.0 0.4 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 B 2 6 Permitted Phases 4 4 8 2 6 6 Carson IDIF 915/2018 Future Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 442 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/3/2019 Fane Group M IV BES W 1WBT Mk NB W NBR K_ _WT _ SBF _ Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 26,0 26.0 26.0 26.0 26.0 29.0 29.0 29.0 29.0 29.0 Total Split (%) 47.3% 47.3% 47.3% 47.3% 47.3% 52.7% 52.7% 52.7% 52.7% 52.7% Maximum Green (s) 21.0 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5,0 5,0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5A 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 18.9 18.9 18.9 24.1 24.1 24.1 24.1 24.1 Actuated g1C Ratio 0.36 0.36 0.36 0.45 0.45 0.45 0.45 0.45 vlc Ratio 0.84 0.42 0.19 0.68 0.43 0.05 0.39 0.38 Control Delay 34.4 7.6 9.3 19.4 11.2 9.8 11.0 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 7.6 9.3 19.4 11.2 9.8 11.0 2.8 LOS C A A B B A B A Approach Delay 23.1 9.3 14.1 8.1 Approach LOS C A B A ntersection Summa Area Type: Other Cycle Length: 55 Actuated Cycle Length: 53 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.84 Intersection Signal Delay: 14.0 Intersection LOS: B Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 12: S Main St & W Torrance Blvd1E Torrance Blvd 10 -- -- s 6 08 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 403 of 570 Synchro 8 Report Page 22 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 1/312019 EBT 4YBT VW8R SSL MR. Lane Configurations I tt t r V1 If Volume (vph) 35 70 12 353 1165 59 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 1 2 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.97 1,00 Frt 0,850 0.850 FIt Protected 0 950 0.950 Satd. Flow (prot) 1770 3539 1863 1583 3433 1583 Flt Permitted 0.749 0.950 Satd. Flow (perm) 1395 3539 1863 1583 3433 1583 Right Tum on Red Yes Yes Satd. Flow (RTOR) 384 64 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13,7 9.1 7.4 Peak Hour Factor 0,92 0.92 0.92 0.92 0,92 0.92 Adj. Flow (vph) 38 76 13 384 1266 64 Shared Lane Traffic (%) Lane Group Flow (vph) 38 76 13 384 1266 64 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane _ Headway Factor 1.00 1,00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 _ __ Detector Template Left Thru Thru Right Left Right _ _ Leading Detector (ft) 20 100 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 00 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 00 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA NA Penn Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 404 of 570 Synchro 8 Report Page 23 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 113/2019 '# --P. .4-- k \1' 4/ bin -e_ -Group EBL EBT WBT WAR SBI. SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 29.0 29.0 Total Split (%) 42.096 42.0% 42.0% 42.0% 58.0% 58.0% Maximum Green (s) 16.0 16.0 16.0 16.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (Mr) 0 0 0 0 0 0 Act E&I Green (s) 7.9 79 7.9 7.9 24.9 24.9 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.58 0.58 vle Ratio 0.15 0.12 0.04 0.63 0.63 0.07 Control Delay 14.9 13.9 13.2 7.4 8.6 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.9 13.9 13.2 7.4 8.6 2.3 LOS B B B A A A Approach Delay 14.3 7.6 8.3 Approach LOS B A A Intersection Summary Area Type: Other Cycle Length: 50 Actuated Cycle Length: 42.9 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Maximum vlc Ratio; 0.63 Intersection Signal Delay: 8.5 Intersection LOS: A Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min)15 and Phases: 13: Lenardo Rdl1-405 SB Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 405 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14; S Avalon Blvd & 1-405 SB Ramps EBL rBT EBR WBL- -WBT_ MR NBt 7/312019 --* --I. 11- 4--- k- 4% I /� tt t 4V Gane Group EBL rBT EBR WBL- -WBT_ MR NBt -i NW. _. 8B_L 58T SBFT Lane Configurations M tt r 0 ' ' r Volume (vph) 686 73 520 0 0 0 86 1293 158 0 888 488 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 150 0 0 160 0 0 120 Storage lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util, Factor 097 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.984 0.850 Flt Protected 0 950 0.950 Satd. Flow (prot) 3433 3539 1583 0 0 0 1770 3483 0 0 3539 1583 FII Permitted 0.950 0.228 Satd. Flow (perm) 3433 3539 1583 0 0 0 425 3483 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 90 28 530 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 746 79 565 0 0 0 93 1405 172 0 965 530 Shared Lane Traffic (%) Lane Group Flow (vph) 746 79 565 0 0 0 93 1577 0 0 965 530 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left RiQhl Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex C1+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 00 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 91512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 406 of 570 Synchro 8 Report Page 25 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps 1/3/2019 � � � f- � k 4\ Vane dr -6 up EBL EFT EBR WINIL WBT WBR NBL NBT NBR SBL SBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 29.0 29.0 29.0 41.0 41.0 41.0 41.0 Total Split (%) 41.4% 41.4% 41.4% 58.6% 58.6% 58.6% 58.6% Maximum Green (s) 24.0 24.0 24.0 36.0 36.0 36.0 36.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 Act EPfct Green (s) 23.8 23.8 23.8 36.0 36.0 36.0 36.0 Actuated g/C Ratio 0.34 0.34 0.34 0.52 0.52 0.52 0.52 vlc Ratio 0.64 0.07 0.94 0.42 0.87 0.53 0.49 Control Delay 22.4 15.7 46.8 18.2 21.7 12.6 2.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.5 0.2 Total Delay 22.4 15.7 46.8 18,2 21.7 13.1 3.0 LOS C B D B C B A Approach Delay 31.9 21.5 9,5 Approach LOS C C A ntersection Summa Area Type: Other Cycle Length: 70 Actuated Cycle Length: 69.8 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 20.7 Intersection LOS: C Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min)15 Carson 1DIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 407 of 570 Synchro 8 Report Page 26 Lanes, Volumes. Timings 15: S Avalon Blvd & 1-405 NB Rams 11312019 ---* .-. -V f- '- *-.- -*\ T /0. �► l Lane Group EBL EB'L SBR WEAL INET' WBR NBL NBT NBR SBL 56F SB Lane Configurations 14 4 r M ++ +++ Volume (vph) 0 0 0 186 2 883 459 1283 0 0 1123 282 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 100 1.00 1.00 0.95 0.95 1.00 0.97 0.95 100 1.00 0.91 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.953 0.950 Said. Flow (prot) 0 0 0 1681 1686 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.953 0.170 Said Flow (perm) 0 0 0 1681 1686 1583 614 3539 0 0 5085 1583 Right Tum on Red Yes Yes Yes Yes Said, Flow (RTOR) 30 _ 307 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 5.9 6.6 7.5 57.4 Peak Hour Factor 0.92 0 92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 0 fit 0 202 2 960 499 1395 0 0 1221 307 Shared Lane Traffic (°%) 50°% Lane Group Flow (vph) 0 0 0 101 103 960 499 1395 0 0 1221 307 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Lefi Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Posilion(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector i Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0,0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 9/5/2018 Future Plus Project 5ynchro 8 Report W.G. Zimmerman Engineering, Inc. Page 27 RESOLUTION NO. 19.068 (Exhibit A) Page 408 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 113/2019 Sane Grou P _EBL EBS bF WBL WBT WMR 'k -BL NEIT NBR SBL SS Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 52.0 52.0 52.0 68.0 68.0 68.0 68.0 Total Split (%) 43.3% 43.3% 43.3% 56.7% 56.7% 56.7% 56.7% Maximum Green (s) 47.0 47.0 47.0 63.0 63.0 63.0 63.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Leg Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3A Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 47.0 47.0 47.0 63.0 63.0 63.0 63.0 Actuated g1C Ratio 0.39 0.39 0.39 0.52 0.52 0.52 0.52 vlc Ratio 0.15 0.16 1.50 1.55 0.75 0.46 0.31 Control Delay 24.5 24.5 264.0 287.8 25.6 18.5 2.5 Queue Delay 0.0 0.0 0.0 0.0 48.6 0.0 0.0 Total Delay 24.5 24.5 264.0 287.8 74.2 18.5 2.5 LOS C C F F E B A Approach Delay 222.0 130.5 15.3 Approach LOS F F B Intersection Summary ........ .. Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.55 Intersection Signal Delay: 115.3 Intersection LOS: F Intersection Capacity Utilization 98.5% ICU Level of Service F Analysis Period (min)15 ana Priases: 15: s Avalon viva & i -4U5 Nb Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. 4 - RESOLUTION NO. I9-068 (Exhibit A) Page 409 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/3/2019 'r k t II i Lane Group WBL WBR NBT NBR ML SBT Lane Configurations Y ti tt Volume (vph) 301 334 788 166 124 660 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 12 12 Storage Length (ft) 0 0 0 90 Storage Lanes 1 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1 00 1.00 0.95 0.95 1.00 0.95 Frt 0.929 0.974 Flt Protected D.977 0.950 Satd. Flow (prat) 1916 0 3907 0 1770 3539 Flt Permitted 0.977 0.197 Satd. Flow (perm) 1916 0 3907 0 367 3539 Right Tum on Red Yes Yes Satd. Flow (RTOR) 102 57 Link Speed (mph) 30 35 45 Link Distance (ft) 4544 1360 2482 Travel Time (s) 103.3 26.5 37.6 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 Adj. Flow (vph) 327 363 857 180 135 717 Shared Lane Traffic (%) Lane Group Flow (vph) 690 0 1037 0 135 717 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left _ Lett Median Width(ft) 28 24 24 Link Offset(ft) 0 0 0 Crosswalk Wdth(ft) 12 12 12 Two way Left Tum Lane Headway Factor 0.85 0.85 0.85 0.85 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 2 1 2 Detector Template Left Thru Left Thru Leading Detector (ft) 20 100 20 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 D.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 OA Turn Type Perm NA Perm NA , Protected Phases 2 6 Permitted Phases 8 6 Carson IDIF 915/2018 Future Plus Project Synchro 8 Report s W.G. Zimmerman Engineering, Inc. Page 29 ) RESOLUTION NO. 19-068 (Exhibit A) Page 410 of 570 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/3/2019 Analysis Period (min)15 Splits and Phases: 16: S Main St & E 213th St 102 f- k t /0� 110. t sane Group WBL WBR NBT glJR S ABT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 26.0 34.0 34.0 34.0 Total Split (%) 43.3°% 56.7°% 56.7% 56.7% Maximum Green (s) 21.0 29,0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#mr) 0 0 0 0 Act Effct Green (s) 20.6 29.0 29.0 29,0 Actuated g/C Ratio 0.35 049 0.49 0.49 vlc Rado 0.95 0.54 0.76 0.42 Control Delay 41.7 11.3 44.9 10.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.7 11.3 44.9 10.9 LOS D B D B Approach Delay 41.7 11.3 16.3 Approach LOS D B B 1n6rsectton Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 59.6 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 83.6°% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 16: S Main St & E 213th St 102 34s IF 7 06 08 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 411 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 113/2019 A h 1 Lane Group '156L EBT 'EBR WI$L WBT_ WBR NEIL NBT NOR SBL d Lane Configurations 1� Vi ti� Vi M* 1 +0 Volume (vph) 244 208 88 149 265 220 108 1039 149 62 1130 178 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.91 0.91 1.00 0.91 0,91 Frt 0.955 0.932 0 981 0.980 At Protected 0.950 0.950 0.950 0.950 Said. Flow (prat) 1770 2016 0 1770 3738 0 1770 5654 0 1770 5648 0 Fit Permitted 0.448 0.517 0.211 0.211 Said. Flow (perm) 835 2016 0 963 3738 0 393 5654 0 393 5648 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 21 29 72 81 Link Speed (mph) 30 30 35 35 Link Distance (0) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 24.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 265 226 96 162 288 239 117 1129 162 67 1228 193 Snared Lane Traffic (%) Lane Group Flow (vph) 265 322 0 162 527 0 117 1291 0 67 1421 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex Ci+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posifion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 00 0.0 0.0 Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 412 of 570 Synchro 8 Report Page 31 .j Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 1/3/2019 lJ terseCtion turnma Area Type: Other Cycle Length: 45 Actuated Cyde Length: 44.5 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.91 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min)15 and Phases: 17: S Avalon Blvd 8 E 213th St Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. C� RESOLUTION NO. 19-068 (Exhibit A) Page 413 of 570 Synchro 8 Report Page 32 --* i --v %'r4- k4\ t �I,*► I. 1 *J,Lane G6ijp EBL ff fBFt VYBL WBT ' WB --R- NBL 'Wbt ti_ 98L .SB - '5Bfl Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16,0 16.0 19.0 19,0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.5 15.5 15.5 15.5 19.0 19.0 19.0 19,0 Actuated g1C Ratio 0.35 0.35 0.35 0.35 0.43 0.43 0.43 0.43 vlc Ratio 0.91 0.45 0.48 0.40 0.70 0.53 0.40 0.58 Control Delay 55.3 12.8 17.2 11.4 40.1 9.9 18.0 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.3 12.8 17.2 11.4 40.1 9.9 18.0 10.4 LOS E B B B D A B B Approach Delay 32.0 12.7 12.4 10.7 Approach LOS C B B B lJ terseCtion turnma Area Type: Other Cycle Length: 45 Actuated Cyde Length: 44.5 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.91 Intersection Signal Delay: 14.6 Intersection LOS: B Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min)15 and Phases: 17: S Avalon Blvd 8 E 213th St Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. C� RESOLUTION NO. 19-068 (Exhibit A) Page 413 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St EBL EBT ESP EL MT 1NBR NBL 1/312019 NBR W. _ 8W_T_ _ _291 * ff I Lane Group EBL EBT ESP EL MT 1NBR NBL NET NBR W. _ 8W_T_ _ _291 Lane Configurations ff r ti +1 M fl� Volume (vph) 149 442 459 38 476 47 361 550 154 45 389 323 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 095 1.00 1.00 0.95 0.95 0.97 0.95 0.95 0.97 0.95 0.95 Frt 0.850 0.987 0.967 0.932 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3493 0 3433 3422 0 3433 3299 0 Flt Permitted 0.951) 0.950 0.950 0.950 Said. Flow (perm) 1770 3539 1583 1770 3493 0 3433 3422 0 3433 3299 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 333 15 55 227 Link Speed (mph) 35 35 40 41) Link Distance (ft) 1243 2441 713 3767 Travel Tlme (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 162 480 499 41 517 51 392 598 167 49 423 351 Shared Lane Traffic {46) Lane Group Flow (vph) 162 480 499 41 568 0 392 765 0 49 774 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Template Left Thru Right Left Thru Left Thru Leff Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector i Size(ft) 20 6 20 20 6 20 6 20 6 Detector i Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 91512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 414 of 570 Synchro 8 Report Page 33 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 tersection Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.4 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.03 Intersection Signal Delay: 31.3 Intersection LOS: C Intersection Capacity Utilization 71.0% ICU'Level of Service C Analysis Period (min)15 Splits and Phases: 18: S Figueroa St & W Carson Sl \001 I IO2 ■ 03 4 Os 1 IJ24s Aes I M23s 1 05 05 07 08 Carson IDIF 9!512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 415 of 570 Synchro 8 Report Page 34 --* --I. -v 'r 4- k 4 I \0� i 4/ Lane drou EBL EBT EBR W13L WBT WBR NEL NST hlBR SBL SBS S8 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split.(§) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 11.0 23.0 23.0 9.0 21.0 12.0 24.0 9.0 21.0 ETO-tal Split (%) 16.9% 35.4% 35.4% 13.8% 32.3% 18.5°% 36.9% 13.8% 32.3% Maximum Green (s) 60 18.0 18.0 4.0 16.0 7.0 19.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effcl Green (s) 6.0 20.1 20.1 4.0 14.4 7.0 22.8 4.0 16.0 Actuated gIC Ratio 0.09 0.32 0.32 0.06 0.23 0.11 0.36 0.06 0.25 v1c Ratio 0.97 0.43 0.68 0.37 0.71 1.03 0.61 0.23 0.77 Control Delay 97.2 19.6 13.1 39.0 27.3 88.1 19.4 31.6 22.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.2 19.6 13.1 39.0 27.3 88.1 19.4 31.6 22.1 LOS F B B D C F B C C Approach Delay 27.8 28.1 42.7 22.7 Approach LOS C C D C tersection Summa Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.4 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.03 Intersection Signal Delay: 31.3 Intersection LOS: C Intersection Capacity Utilization 71.0% ICU'Level of Service C Analysis Period (min)15 Splits and Phases: 18: S Figueroa St & W Carson Sl \001 I IO2 ■ 03 4 Os 1 IJ24s Aes I M23s 1 05 05 07 08 Carson IDIF 9!512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 415 of 570 Synchro 8 Report Page 34 Lanes, Volumes, Timings 19' S Main St & W Carson St1E Carson St 1312019 Lane EBL BBT SRR 4 E L WBT WBR NEIL --NT A . Lane Configurations Volume (vph) 105 376 126 123 414 60 140 801 129 66 612 104 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Siorage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0 850 0.850 0.979 0.978 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 4979 0 1770 4973 0 Flt Permitted 0.492 0.512 0.345 0.263 Satd. Flow (perm) 916 3539 1583 954 3539 1583 643 4979 0 490 4973 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 137 65 84 91 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47.6 83.6 19.1 26.5 Peak Hour Factor 0.92 0.92 0.92 092 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 114 409 137 134 450 65 152 871 140 72 665 113 Shared Lane Traffic (%) Lane Group Flow (vph) 114 409 137 134 450 65 152 1011 0 72 778 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 085 1.00 1.00 085 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 _ Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 9/512018 Future Pius Project Sy5chro 8 Report W.G. Zimmerman Engineering, Inc. Page 3i RESOLUTION NO. 19-068 (Exhibit A) Page 416 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson St1E Carson St 11312019 --* -Ip --t t- ~ *-- ane Group EBL EBT - EBR WBL WBT W8R NBL Of NBR s8L Bt SB Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 461% 46.7% 46.7% 46.7% 46.7% 463% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 11.6 11.6 11.6 11.6 11.6 11.6 19.1 19.1 19.1 19.1 Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.28 0.28 0.47 0.47 0.47 0.47 vlc Ratio 0.44 0.41 0.25 0.49 0.45 0.13 0.50 0.43 0.31 0.33 Control Delay 17.3 12.8 3.9 18.6 13.1 4.2 17.6 7.8 13.0 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.3 12.8 3.9 18.6 13.1 4.2 17.6 7.8 13.0 7.0 LOS B B A B B A B A B A Approach Delay 11.7 13.4 9.1 7.5 Approach LOS B B A A nterseciion Summa Area Type: Other Cycle Length: 45 Actuated Cycle Length: 40.8 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.50 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period (min)15 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 417 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St EBL EBT AP, AL INET WBR_ NBL NBT 1/312019 ---* --► -'V 'r 4--- 4 -4\ t II kne Group EBL EBT AP, AL INET WBR_ NBL NBT NBR S61- ._.W ;, Lane Configurations M +T# +T I W+ I W# Volume (vph) 119 515 68 505 408 111 68 1056 518 142 966 59 Ideal Flow (vphpl) 1900 1900 19D0 1900 1900 190D 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 095 1.00 0.91 0.91 1.00 0.91 091 Fri 0.982 0.968 0.951 0.991 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 3433 3476 0 3433 3426 0 1770 4836 0 1770 5040 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3476 0 3433 3426 0 1770 4836 0 1770 5040 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 14 38 150 11 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 272 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 Adj. Flow (vph) 129 560 74 549 443 121 74 1148 563 154 1050 64 Shared Lane Traffic (%) Lane Group Flow (vph) 129 634 0 549 564 0 74 1711 0 154 1114 0 Enter Blocked I ntersect;on No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 085 1.00 1.00 0.85 1.00 1.00 0,85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex Cl+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I I Detector 2 Posifion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) OA 0.0 0.0 0.0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 418 of 570 Synchro 8 Report Page 37 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/3/2019 k_ 4% I f ane Grou EBL l -9 _BR _9L rB7 �Y1I R NBL ktif OR SBL SBT Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 12.0 21.0 20.0 29.0 14.0 36.0 13.0 35.0 Total Split (%) 13.31k 23.3% 22.2% 32.2% 15.6% 40.0% 14.4% 38.9% Maximum Green (s) 7.0 16.0 15.0 24.0 9.0 31.0 8.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 6.9 16.0 15.0 24.1 8.1 31.0 8.0 33.1 Actuated g/C Ratio 0.08 018 0.17 0.27 0.09 0.34 0.09 0.37 vlc Ratio 0.49 1.01 0.96 0.60 0.47 0.97 0.98 0.60 Control Delay 46.6 75.4 67.6 29.8 48.5 42.7 111.0 25.4 Queue Delay 0.0 0.0 OA 0.0 OA 0.0 0.0 0.0 Total Delay 46.6 754 67.6 29.8 48.5 42.7 111.0 25.4 LOS D E E C D D F C Approach Delay 70.6 48.4 43.0 35.8 Approach LOS E D D D ntersection summa Area Type: Other Cycle Length: 90 Actuated Cycle Length- 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 46.6 Intersection LOS: D Intersection Capacity Utilization 87.3% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 20: S Avalon Blvd & E Carson St IVO1 I o2 f03 -0-04 36s 209 Wis I'A 05 7 06 o7 4- 08 M35 5 12 s Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 419 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 1/3/2019 Lane Croup ESL EBT EBR WB --L 1�T Lane Configurations tt Volume (vph) 7 681 773 124 1247 0 173 0 260 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Faclor 1.00 0.x`,5 1.00 1.00 0.91 1.00 100 1.00 1.00 1.00 1.00 1.00 Frt 0 850 0.850 _ FI1 Protected 0.850 D_950 0.950 Satd. Flow (prot) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 FIt Permitted 0.167 0 359 0.950 Satd. Flow (perm) 280 3185 1425 602 4577 0 1593 0 1425 0 0 1676 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 840 197 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 36.2 8.0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.9.2 Adj. Flow (vph) 8 740 840 135 1355 0 188 0 283 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 8 740 840 135 1355 0 188 0 283 0 0 0 I=nter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Righi Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offsel(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Righi Left Tnru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posibon(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Protected Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson IDIF 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 420 of 570 Synchro 8 Report Page 39 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 1/312019 bane Group EBi EBt EBR 'WBS WBT _W_Bli NBL NBT f~IBR SBL S'BT SB . Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 39.0 39.0 39.0 39.0 39.0 21.0 21.0 21.0 Total Split (%) 65.0% 65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% Maximum Green (s) 34.0 34.0 34.0 34.0 34.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effcl Green (s) 24.0 24.0 24.0 24.0 24.0 10.8 10.8 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.53 0.24 0.24 vlc Ratio 0.05 0.44 0.73 0.42 0.56 0.50 0.58 Control Delay 6.7 7.5 5.1 11.8 8.2 21.8 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.7 7.5 5.1 11.8 8.2 21.8 11.6 LOS A A A B A C B Approach Delay 6.2 8.5 Approach LOS A A nterseWon Summa Area Type: CBD Cycle Length: 60 Actuated Cycle Length: 45.4 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.73 Intersection Signal Delay: 8.4 Intersection LOS: A Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 21:1405 SB Ramps & E Carson St o2 -0'p4 Zi s 34 s O6 q$ Els 39 s 71 Carson IDIF 915/2018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 421 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22: Recreation Rd/1-405 NB Ramps & E Carson St 113/2019 EOL 9 FT EBR W WBT WBR NOL NBT N9 -R- S -8L - WT - Lane Configurations 0 Vi tt if a' r *T it Volume (vph) 166 750 40 14 829 269 7 4 4 55 15 553 ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length {ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0 992 0.850 0.850 0 850 Flt Protected 0.950 0.950 0.968 0.962 Sald Flow (prol) 1770 3511 0 1770 3539 1583 0 1803 1583 0 1792 1583 Flt Permitted 0.230 0.249 0.898 0.814 Satd. Flow (perm) 428 3511 0 464 3539 1583 0 1673 1583 0 1516 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 292 31 86 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 180 815 43 15 901 292 8 4 4 60 16 601 Shared Lane Traffic (%) Lane Group Flow (vph) 180 858 0 15 901 292 0 12 4 0 76 601 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(fl) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 00 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Detector 2 Posi6on(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CJ+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 6 2 2 6 6 Carson ID1F 9/512018 Future Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 422 of 570 Synchro 8 Report Page 41 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 113/2019 nlersecGora umm Area Type: Other Cycle Length: 70 Actuated Cycle Length: 67.6 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min)15 and Phases: 22: Recreation Rdl1-405 NB Ramps & E Carson St Carson ID1F 915/2018 Future Plus Project W,G, Zimmerman Engineering, Inc. 4 - RESOLUTION NO. 19-068 (Exhibit A) Page 423 of 570 Synchro 8 Report Page 42 --* --► -i ,Ir *-- -'I- 4\ t /'. 4 .01 Cane Group EBL .. EBT _E13R WBL WBT NBIR _ . Kk 99f WR TBL SBT SBA Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split Is) 21.0 21.0 21.0 21.0 21.0 210 21.0 21.0 21.0 21.0 21.0 Total Split (s) 38.0 38.0 38.0 38.0 38.0 32.0 32.0 32.0 32.0 32.0 32.0 Total Split (%) 54.3% 54.3% 54.3% 54.3% 54.330 45.7% 45.7% 45.7% 45.7% 45.7% 45.7% Maximum Green (s) 33.0 33.0 33.0 33.0 33.0 27.0 27.0 27.0 27.0 27.0 27.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 O.a 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3 0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 1110 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 30.4 30.4 30.4 .30.4 30.4 + 27.2 27.2 27.2 27.2 Actuated g/C Ratio 0.45 0.45 0.45 0.45 0.45 0.40 0.40 0.40 0.40 vlc Ratio 0.94 0.54 0.07 0.57 0.34 0.02 0.01 0.12 0.87 Control Delay 74.2 14.7 11.4 15.2 2.7 13.5 0.0 14.7 33.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 14.7 11.4 15.2 2.7 13.5 0.0 14.7 33.7 LOS E B B B A B A B C Approach Delay 25.0 12.1 10.2 31.5 Approach LOS C B B C nlersecGora umm Area Type: Other Cycle Length: 70 Actuated Cycle Length: 67.6 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 21.1 Intersection LOS: C Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min)15 and Phases: 22: Recreation Rdl1-405 NB Ramps & E Carson St Carson ID1F 915/2018 Future Plus Project W,G, Zimmerman Engineering, Inc. 4 - RESOLUTION NO. 19-068 (Exhibit A) Page 423 of 570 Synchro 8 Report Page 42 Lanes, Volumes, Timings 1: S Figueroa St & 1-405 SB Rams 1/3/2019 ,>- k- t �► l aup W&L WBIi 'NBT NBR SBL SST Lane Configurations ++ Volume (vph) 0 0 785 118 610 1230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 220 Storage Lanes 0 0 0 1 Taper Length (ft) 25 25 Lane Util. Factor 1 00 1.00 0.95 0.95 1.00 0.95 Frt 0.980 Flt Protected 0.950 Satd. Flow (prat) 0 0 3468 0 1770 3539 Flt Permitted 0.950 Satd. Flow (perm) 0 0 3468 0 1770 3539 Link Speed (mph) 40 40 40 link Distance (ft) 607 2451 246 Travel Time (s) 10.3 41.8 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0-92 0.92 Adj Flow (vph) 0 0 853 128 663 1 337 Shared Lane Traffic {°k) Lane Group Flow (vph) 0 0 981 0 1563 1337 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Unk Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 _ Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 _ Sign Control Yield Fiee Free ntersection Summary Area Type: Other. -- Control Type: Unsigna!ized Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 424 of 570 Synchro 8 Report Page 1 Lanes, Volumes, Timings 2: S Figueroa St & 1-405 NB Rams 1113/2019 Lane Configurations Vi F tt }t Volume (vph) 79 135 794 0 0 1745 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.850 Flt Protected 0.950 Satd. Flow (prof) 1770 1583 3539 0 0 3539 Flt Permitted 0,950 Satd. Flow (perm) 1770 1583 3539 0 0 3539 Link Speed (mph) 40 40 40 Link Distance (ft) 724 246 1243 Travel Time (s) 12.3 4.2 21.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 86 147 863 0 0 1897 Shared Lane Traffic (%) Lane Group Flow (vph) 86 147 863 0 0 1897 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(fl) 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Sign Control Stop Free Free Vtersecpori Summary Area Type; Other Control Type; Unsignalized Intersection Capacity Utilization 65.9° ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 425 of 570 Synchro 8 Report Page 2 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Rams 1/312019 'A --► -,* ,- r-- k 41 t /- I'* 1 W EBL EBT I:BR L WAT MR NK f WT &OR SBL SBT A Lane Configurations ')a 0 ++ Volume (vph) 18 655 46 0 0 0 0 775 140 236 1136 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 0 250 0 Storage Lanes 1 0 0 0 0 0 1 0 Taper Length (ft) 25 25 25 25 Lane Uhl, Factor 1.00 100 1.00 100 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.990 0.977 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1844 0 0 0 0 0 3458 0 1770 3539 0 Flt Permitted 0.950 0.950 Said. Flow (perm) 1770 1844 0 0 0 0 0 3458 0 1770 3539 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 5 23 Link Speed (mph) 40 40 45 45 Link Distance (ft) 607 169 2341 290 Travel Time (s) 10.3 2.9 35.5 4.4 Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 20 712 50 0 0 0 0 842 152 257 1235 0 Shared Lane Traffic (%) Lane Group Flow (vph) 20 762 0 0 0 0 0 994 0 257 1235 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Tlti Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 J Detector 2 Type CI+Ex Cl+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Prot NA NA Prot NA Protected Phases 4 2 1i 6 Permitted Phases 4 _ Detector Phase 4 4 2 1 6 Carson IDIF 12:00 pm 9!512018 Future PM Pius Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 3 RESOLUTION NO. 19-068 (Exhibit A) Page 426 of 570 Lanes, Volumes, Timings 3: S Main St & 1-405 SB Ramps 1/3/2019 Intersection Summa Area Type Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v% Ratio: 1.03 Intersection Signal Delay- 67.6 Intersection LOS: E Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min)15 and F ruses: 3: 5 Main 5t & mub sb Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 427 of 570 --* --► N f *-- 4 4\ T /o. -V Labe ibu . EBL . EBT ESR WBL WET --- WBR BL - ._ MR ABS .__S_FL .... Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 9.0 21.0 Total Split (s) 41.0 41.0 31.0 18.0 49.0 Total Split (%) 45.6% 45.6% 34.4% 20.0% 54.4% Maximum Green (s) 36.0 36.0 26.0 13.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 OA 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lag Lead Lead -Lag Opfimize7 Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 36.0 36.0 26.0 13.0 44.0 Actuated g/C Ratio 0.40 0.40 0.29 0.14 0.49 vlc Ratio 0.03 1.03 0.98 1.01 0.71 Control Delay 16.7 69.3 55.9 99.2 21.0 Queue Delay 0.0 0.0 0.0 0.0 49.3 Total Delay 16.7 69.3 55.9 99.2 70.3 LOS B E E F E Approach Delay 68.0 55.9 75.3 Approach LOS E E E Intersection Summa Area Type Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v% Ratio: 1.03 Intersection Signal Delay- 67.6 Intersection LOS: E Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min)15 and F ruses: 3: 5 Main 5t & mub sb Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 4 RESOLUTION NO. 19-068 (Exhibit A) Page 427 of 570 Lanes, Volumes, Timings 4: S Main St & 1.405 NB Ramps 11312019 EBL 'r 4- k 4'� UK W13T WBR NBL NBT WR SBL SB`T SRIF Lane Configurations 4M Mi ++ +T Volume (vph) 0 0 0 93 124 243 25 769 0 0 1483 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00 1.00 0.95 0.95 Fri 0.921 0.994 Flt Protected 0.990 0.950 Sald. Flow (prat) 0 0 0 0 3227 0 1770 3539 0 0 3518 0 Flt Permitted 0.990 0.117 Satd. Flow (perm) 0 0 0 0 3227 0 218 3539 0 0 3518 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 157 11 Link Speed (mph) 40 40 45 45 Link Distance (ft) 724 336 290 724 Travel Time (s) 12.3 5.7 4.4 11.0 Peals Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj_ Flow (vph) 0 0 0 101 135 264 27 836 0 0 1612 67 Shared Lane Traffic {°�) Lane Group Flow (vph) 0 0 0 0 500 0 27 836 0 0 1679 0 Enter Blocked intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Widih(ft) 0 0 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 2 Detector Template Left Thru Left Thru Thru Leading Detector (ft) 20 100 20 100 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0,0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CREx CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 00 Tum Type Perm NA Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 2 Detector Phase 8 8 2 2 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 5 RESOLUTION NO. 19-068 (Exhibit A) Page 429 of 570 Lanes, Volumes, Timings 4: S Main St & 1-405 NB Ramps 1/312019 ntersection Summa Area Type; Other Cycle Length: 60 Actuated Cycle Length: 55.7 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v1c Ratio: 0.78 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 6 RESOLUTION NO. 19-068 (Exhibit A) Page 429 of 570 } --. --v f- '- k 4\ t/0. Lane Group EI3L EBT BIR VA 'NBT MR N&L NK WR SQL S&T 8 Total Split (s) 21.0 21.0 39.0 39.0 39.0 Total Split (%) 35.0% 35.0% 65.0% 65 0°u 65.0% Maximum Green (s) 16.0 16.0 34.0 34.0 34.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 LeadlLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 30 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 11.5 34.1 34,1 34.1 Actuated gIC Ratio 0.21 0.61 0.61 0.61 v1c Ratio 0.63 0.20 0.39 0.78 Control Delay 17.2 106 6.6 12.2 Queue Delay 0.0 0.0 0.5 0.0 Total Delay 17.2 10.6 7.1 12.2 LOS B B A B Approach Delay 17.2 7.2 122 Approach LOS B A B ntersection Summa Area Type; Other Cycle Length: 60 Actuated Cycle Length: 55.7 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v1c Ratio: 0.78 Intersection Signal Delay: 11.6 Intersection LOS: B Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 6 RESOLUTION NO. 19-068 (Exhibit A) Page 429 of 570 Lanes, Volumes, Timings & S Figueroa St & W Del Amo Blvd fcBL EST EBR Wk WBT . 8R NBL 1/312019 _WEIR SBC _5B'i'-g Lane Configurations ) ++t tt Lane Group fcBL EST EBR Wk WBT . 8R NBL NBT _WEIR SBC _5B'i'-g Lane Configurations ) ++t tt I ?T rrt I tt r Volume (vph) 61 1361 169 675 1213 137 55 458 521 220 597 233 Ideal Row (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 1.00 091 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 0.983 0,850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4999 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd, Flow (perm) 1770 4999 0 1770 3539 1583 1770 3539 1583 1770 3539 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 14 124 520 182 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 79 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 66 1479 184 734 1318 149 60 498 566 239 649 253 Shared Lane Traffic (%) Lane Group Flow fvph) 66 1663 0 734 1318 149 60 498 566 239 649 253 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 100 1,00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Rtght LefI. Thut Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 -00-0,0 Detector 1 Queue (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 .� Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Cl+fix Detector 2 Channel _ Detector 2 Extend (s) 0.0 0,0 0.0 00 Tum Type Prot NA Prot NA Perm Prot NA Perm Prot NA Pe_r_m_ Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 7 4 3 8 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page t RESOLUTION NO. 19-068 (Exhibit A) Page 430 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1/312019 [ane Gro -up'- - I R EBT EBR V L WT W16R � BL tfBT 83R SBL SBT .__ S$ Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 Total Split (s) 17.0 45.0 56.0 84.0 84.0 11.0 27.0 27.0 22.0 38.0 38.0 Total Split (%) 11.3% 30,0% 37.3% 56.0% 56.0% 7.3% 18.0% 18.0% 14.7% 25.3% 25.3% Maximum Green (s) 12.0 40.0 51.0 79.0 79.0 6.0 22.0 22.0 17.0 33.0 33.0 Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 10.2 40.0 51.0 83.2 83.2 6.0 22.0 22.0 17.0 33.0 33.0 Actuated g/C Ratio 0,07 0.27 0.34 0.55 0.55 0.04 0.15 0.15 0.11 0.22 0.22 vlc Ratio 0.55 1.24 1.22 0.67 0.16 0.86 0.96 0.84 1.20 0.83 0.52 Control Delay 84.6 158.6 156.0 26.7 4.7 142.2 93.5 19.5 180.3 66.4 19.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Delay 84.6 158.6 156.0 26.7 4.7 142.2 93.5 19.5 180.3 66.4 19.1 LOS F F F C A F F B F E B Approach Delay 155.8 68.3 58.8 79.8 Approach LOS F E E E intersection Summa Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.24 Intersection Signal Delay: 93.1 Intersection LOS: F Intersection Capacity Utilization 109.0% ICU Level of Service G Analysis Period (min)15 Splits and Phases: 5: S Figueroa St & W Del Amo Blvd C 1 '102 4'03 ""''t94 27s -1 56s 5s F 4\ 05 06 1#o7 08 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W,G, Zimmerman Engineering, Inc, RESOLUTION NO. 19-068 (Exhibit A) Page 431 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 11312019 , N 'r `- t 4\ T t` \I. � 4/ Group EBL EST P W8L Mf WBR . _ NBL NBT 8R BBL.... " SBT Lane Configurations +0 0 Volume (vph) 248 1654 343 256 1212 108 357 501 310 168 838 285 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes i 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Ulil. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 0.95 095 1.00 0.95 095 Frt 0.974 0.988 0.943 0.962 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4953 0 1770 5024 0 1770 3337 0 1770 3405 0 FII Permitted 0.950 0.950 0.950 0.950 Said. Flow (perm) 1770 4953 0 1770 5024 0 1770 3337 0 1770 3405 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 31 10 93 31 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 270 1798 373 278 1317 117 388 545 337 183 911 310 Shared Lane Traffic (%) Lane Group Flow (vph) 270 2171 0 278 1434 0 388 882 0 183 1221 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Leff Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Delector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Detector i Queue (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 00 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phase 7 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 915!2018 Future PM Plus Project Synchro 8 Report W_G, Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 432 of 570 W1 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 113/2019 Lane Grain -FBL E9T EBR WBL WBT WORR 'Nk _-- NBT 'NBR.._ _ SBS_ . _. SBT SB . Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MinlmymLVit (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 27.0 530 21.0 47.0 28.0 52.0 24.0 48.0 Total Split (%) 18.0% 35.3% 14.0% 31.3% 18.7% 34.7% 16.0% 32.0% Maximum Green (s) 22.0 48.0 16.0 42.0 23.0 47.0 19.0 43.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 30 3.0 3.0 3-0 3.0 3.0 3,0 Recall Mode None None None None None Max None Max Walk Time (s) 50 5.0 5.0 5.0 Flash Dont Walk (s) 110 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 22.0 480 16.0 42.0 23.0 47.9 18.1 43.0 Actuated g1C Ratio 0.15 0.32 0.11 0.28 0.15 0.32 0.12 0.29 vlc Ratio 1.04 1.35 1.48 1.01 143 078 0.86 1.22 Control Delay 127.7 201.4 285.4 80.1 257.8 47.2 97.8 153.2 Queue Delay 0.0 0.0 00 0.0 00 21 0.0 0.0 Total Delay 127.7 201.4 285.4 80.1 257.8 49.3 97.8 153.2 LOS F F F F F D F F Approach Delay 193.3 113.5 113.0 146.0 Approach LOS F F F F [nterseckon Summary - - - . - . --il Area Type: Other Cycle Length, 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated -Uncoordinated Maximum vlc Ratio:1.48 Intersection Signal Delay: 148.6 Intersection LOS: F Intersection Capacity Utilization 122.5% ICU Level of Service H Analysis Period (min)15 and Phases: 6: S Main St & W Del Amo BlvdlE Del Amo Blvd 02 4 - Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 433 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 7: Stamps Dr & E Del Amo Blvd 1/312019 'A , -"' � � k 4\ j ane Group EBL EBT EBR WBL WBT WBEi IV L 1 8T tVBR 58L _58T_ SBR Lane Configurations ++ if I ++ 1 4 r I t it Volume (vph) 0 1754 228 73 1269 0 316 0 197 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 155 0 0 0 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane 1i61, Factor 1.00 0.95 1.00 1.00 0,95 1.00 0.95 0.95 1.00 1.00 0.95 095 Fri 0.850 0.850 Fit Protected 0.950 0.950 0.950 Satd_ Flow (prat) 1863 3539 1583 1770 3539 0 1681 1681 1583 1863 1770 1770 Flt Permitted 0.075 0.950 0.950 Satd. Flow (perm) 1863 3539 1583 140 3539 0 1681 1681 1583 1863 1770 1770 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 208 214 Link Speed (mph) 45 45 25 50 Link Distance (ft) 1668 3009 694 308 Travel Time (s) 25.3 45.5 18.9 4.2 Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 1907 248 79 1379 0 343 0 214 0 0 0 Shared Lane Traffic (°%) 50°% 0°% Lane Group Flow (vph) 0 1907 248 79 1379 0 171 172 214 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left R;ght Leff Left RigM Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 100 1.00 1.00 1.00 1.00 100 1,00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Posifion(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector i Queue (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0 0 0.0 Detector 1 Delay (s) 0,0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0,0 0.0 0,0 0.0 4. Tum Type Perm NA Perm Perm NA Split NA Perm Perm Perm Protected Phases 4 8 2 2 5 Permitted Phases 4 4 8 2 6 6 Detector Phase 4 4 4 8 8 2 2 2 6 6 6 Carson IDIF 12:00 pm 9/5/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 11 RESOLUTION NO. 19-068 (Exhibit A) Page 434 of 570 Lanes, Volumes, Timings 7-, Stamps Dr & E Del Amo Blvd 113/2019 � -► � f ~ t 4\ 41 Lwe Group E13L EBT' EBR WBL WBTWBT _ WBR NBL NBT N.SR SBL 8B7 SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum'Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 58.0 58.0 58.0 58.0 58.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (%) 58.0% 58.0% 58.0% 58.0% 58.0% 21.0% 21.0% 21.0% 21.0% 21.0% 21.0% Maximum Green (s) 53.0 53.0 530 53.0 53.0 16.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 10 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s} 53.0 530 53.0 53.0 160 16.0 16.0 Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.16 0.16 0.16 v1c Ratio 1.02 0.26 1.07 0.74 0.64 0.64 0.49 Control Delay 49.5 3.5 154.9 211 51.2 51.4 9.6 Queue Delay 0.0 0.0 0.0 00 0.0 0.0 0.0 Total Delay 49.5 3.5 154.9 21.1 51.2 51.4 9.6 LOS D A F C D D A Approach Delay 44.2 28.3 35.3 Approach LOS D C D ntersection Summa Area Type: Other Cycle Length- 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.07 Intersection Signal Delay: 37.5 Intersection LOS: D Intersection Capacity Utilization 73,8% ICU Level of Service D Analysis Period (min)15 Splits and Phases: 7: Stamps Dr & E Del Amo Blvd tot 13 06 --*04 5 ♦� 08 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W,G, Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 435 of 570 Synchro 8 Report Page 12 Lanes, Volumes. Timings 8: S Avalon Blvd & E Del Amo Blvd 11312019 -A --b- --v -e- 4---k 4\I + /P.\0� I i W .ane Group EBL EBT EBR WBL 4YBT WBR N_BL _NBT NBR S6L WT BF Lane Configurations ++ r tt i* I W r 11 ++T Volume (vph) 459 1060 410 301 739 147 232 1330 233 347 1049 601 Ideal Flow (vphpl) 1900 1904 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 1 0 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 100 095 1.00 1.00 0.95 1.00 1.00 0.91 1.00 0.97 0.91 0.91 Frt 0.850 0.850 0.850 0.945 Flt Protected 0.950 0.950 4.950 0.950 Satd. Flow (prat) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4806 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 1770 5085 1583 3433 4806 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 182 124 245 106 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 533 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 499 1152 446 327 803 160 252 1446 253 377 1140 653 Shared Lane Traffic (%) Lane Group Flow (vph) 499 1152 446 327 803 164 252 1446 253 377 1793 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left flight Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 Detector Templale Left Thru Right Left Thru Right Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 5 2 2 1 6 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Repori W -G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 436 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 113/2019 Lane Group, M tBT 'EBR 'ML 'W BT 'A R NEL _ NBT ^'NBEt SBL SBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 38.0 46.0 46.0 25.0 33.0 33.0 21.0 61.0 61.0 18.0 58.0 Total Split (%) 25.3% 30.7% 30.7% 16.7% 22.0% 22.0% 14.0% 40.7% 40.7% 12.0% 38.7% Maximum Green (s) 33.0 41.0 41.0 20.0 28.0 28.0 16.0 56.0 56.0 13.0 53.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 33.0 41.0 41.0 20.0 28.0 28.0 16.0 56.0 56.0 13.0 53.0 Actuated gIC Ratio 0.22 0.27 0.27 0.13 0.19 0.19 0.11 0.37 0.37 0.09 0.35 vlc Ratio 1.28 1.19 0.79 1.39 1.22 0.40 1.34 0.76 0.34 1.27 1.04dr Control Delay 1913 142.8 40,6 243.3 160-8 17.7 232.8 44.4 5.3 197.3 70.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 191.3 142.8 40.6 243.3 160.8 17.7 232.8 44.4 5.3 197.3 70.0 LOS F F D F F B F D A F E Approach Delay 132.6 164.0 63.7 92.1 Approach LOS F F E F ntersection Summary - - - Area Type: Other Cycle Length: 150 Actuated Cycle Length, 150 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1,39 Intersection Signal Delay: 108.4 Intersection LOS: F Intersection Capacity Utilization 109.2% ICU Level of Service H Analysis Period (min)15 dr Defacto Right Lane, Recode with 1 though lane as a right lane. Splits and Phases: 8: S Avalon Blvd & E Del Amo Blvd \001 102 r03 -0t34 446S 5 61s 1 125S l 05 ■ 06 til T:��08 3 s Carson IDIF 12:00 pm 91512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 437 of 570 Synchro 8 Report Page 14 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Rams 1/312019 --* --v 4\ t 1 Lane GroupEBL EBR NBL NBT BT SBR Lane Configurations )y ++ ++ it Volume (vph) 483 223 699 507 789 648 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 235 250 Storage Lanes 2 0 2 1 Taper Length (ft) 25 25 Lane U61. Factor 0.97 0.95 0.97 0.�.5 0.95 1.00 Frt 0.953 0.850 Flt Protected 0.967 0.950 Sald. Flow (prot) 3330 0 3433 3539 3539 1583 Flt Permitted 0.967 0.305 Said. Flow (perm) 3330 0 1102 3539 3539 1583 Right Tum on Red Yes Yes Satd. Flow (RTOR) 97 704 Link Speed (mph) 40 40 40 Link Distance (ft) 170 828 791 Travel Time (s) 2.9 141 13.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 525 242 760 551 858 704 Shared Lane Traffic (%) Lane Group Flow (vph) 767 0 760 551 858 704 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 _ Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1,00___ Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 1 Detector Template Left Left Thru Thru Right Leading Detector (ft) 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 D_0 Detector 1 Delay (s) 0.0 00 0.0 0.0 0.0 Detector 2 Positton(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Tum Type Prot Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 2 6 Detector Phase 4 2 2 6 6 Carson IDIF 12-00 pm 915/2018 Future PM Plus Project Synchro 8 Report W -G_ Zimmerman Engineering, Inc. Page 15 RESOLUTION NO. 19-068 (Exhibit A) Page 438 of 570 Lanes, Volumes, Timings 9: S Figueroa St & 1-110 NB Ramps 11312019 ane Group E8 _E_BR JAB BT SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 54.0 54.0 54.0 54.0 Total Split (%) 28.0% 72.0% 72.0% 72.0% 72.0% Maximum Green (s) 16.0 49.0 49.0 49.0 49.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Leadll_ag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 16.0 49.0 49.0 49.0 49.0 Actuated gIC Ratio 0.21 0.65 0.65 0.65 0.65 vlc Ratio 0.98 1.06 0.24 0.37 0.55 Control Delay 54.4 66.5 5.6 6.5 2.3 Queue Delay 0.0 0.0 OA 0.0 0.0 Total Delay 54.4 66.5 5.6 6.5 2.3 LOS D E A A A Approach Delay 54.4 40.9 4.6 Approach LOS Q D A Area Type: Other Cycle Length: 75 Actuated Cycle Length: 75 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 1.06 Intersection Signal Delay: 28.2 Intersection LOS: C Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 439 of 570 Synchro 8 Report Page 16 Lanes, Volumes, Timings 1& S Main St & Lenardo Rd 1!312019 r- 4- t /W 140. i Lane Grouo W -RL W13R NBT NBR SL SFT Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt FII Protected Said. Flow (prot) Flt Permitted Sald. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic Lane Group Flow {vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Posifion(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Tum Type Protected Phases Permitted Phases Detector Phase Vi r +T Vi ++ 138 178 857 191 182 1292 1900 1900 1900 1900 1900 1900 0 0 0 145 1 1 0 1 25 25 1.00 1.00 0.95 095 1.00 0.95 0.850 0.973 0.950 0.950 1770 1583 3444 0 1770 3539 0.950 0.220 1770 15183 3444 0 410 3539 Yes Yes 155 73 25 45 45 479 971 534 13.1 14.7 8.1 0.92 0.92 0.92 0.92 0.92 0.92 150 193 932 208 198 1404 150 193 1140 0 198 1404 No No No No No No Left Right Left Right Left Left 12 12 12 0 0 0 12 12 12 1.00 1.00 1.00 1.00 1.00 1.00 15 9 9 15 1 1 2 1 2 Left Right Thal Left Thru 20 20 100 20 100 0 0 0 0 0 0 0 0 0 0 20 20 6 20 6 C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0-0 0.0 0.0 0,0 94 94 6 6 CI+Ex CI+Ex 0.0 0.0 Prot Perm NA Perm NA 8 2 6 8 6 8 8 2 6 6 Carson IDIF 12 OD pm 9/5/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-O68 (Exhibit A) Page 440 of 570 Synchro 8 Report Page 17 go Lanes, Volumes, Timings 10: S Main St & Lenardo Rd 113/2019 ntersecfibn.Summar, Area Type: Other Cycle Length: 70 Actuated Cycle Length: 67.7 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.70 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 441 of S70 Synchro 8 Report Page 18 WELL WBR NBT NEIR SBI. SBT Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 49.0 49.0 49.0 Total Split (%) 30.0% 30.0% 70.0% 70.0% 70.0% Maximum Green (s) 16.0 16.0 44.0 44.0 44.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 11.0 11.0 46.7 46.7 46.7 Actuated gIC Ratio 0,16 0.16 0.69 0.69 0.69 vlc Ratio 0.52 0.50 0.48 0.70 0.58 Control Delay 31.7 11.8 5.7 25.6 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 11.8 5.7 25.6 7.1 LOS C B A C A Approach Delay 20.5 5.7 9.4 Approach LOS C A A ntersecfibn.Summar, Area Type: Other Cycle Length: 70 Actuated Cycle Length: 67.7 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.70 Intersection Signal Delay: 9.2 Intersection LOS: A Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 441 of S70 Synchro 8 Report Page 18 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 11312019 � d EBT EBR WBL WBT WSR N®, NBT--'IVBR SBL ' M7 Lane Configurations Vi *TT I ++ r fl ++ r Volume (vph) 639 857 163 49 513 219 88 358 52 156 477 383 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 i Lane Width (ft) 12 16 12 12 12 12 12 16 12 12 12 12 Storage Length (ft) 180 0 115 0 255 0 185 185 Storage Lanes 1 0 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane lltil. Factor 0.91 0.91 0.95 1.00 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Frt 0.982 0.850 0.981 0.850 Flt Protected 0.950 0.989 0.950 0.950 0.950 Satd. Flow (prof) 1610 3732 0 1770 3539 1583 1770 3935 0 1770 3539 1583 Flt Permitted 0.440 0.701 0.107 0.367 0.433 Satd. Flow (perm) 746 2645 0 199 3539 1583 684 3935 0 807 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 39 154 24 316 Link Speed (mph) 40 40 40 40 Link Distance (ft) 368 1713 3767 828 Travel Time (s) 6.3 29.2 64.2 14.1 Peak Hour Factor 0.92 0.92 4.92 092 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 Adj. Flow (vph) 695 932 177 53 558 238 96 389 57 170 518 416 Shared Lane Traffic (%) 47% Lane Group Flow (vph) 368 1436 0 53 558 238 96 446 0 170 518 416 Enter Blocked Inlerseclion No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Riglit Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Widlh(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 0.85 1.00 1.00 1.00 1 OD 1.00 0.85 1.00 100 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 00 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 00 Detector 2 Posifion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 L Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex' Detector 2 Channel I Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 6 2 6 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Syncllro 8 Report W.G. Zimmerman Engineering, Inc. Page 19 RESOLUTION NO. 19-068 (Exhibit A) Page 442 of 570 Lanes, Volumes, Timings 11: S Figueroa St & W Torrance Blvd 1/312019 Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 20 RESOLUTION NO. 19-068 (Exhibit A) Page 443 of 570 -A ..-.► --* 1- a-- *-�- 4\ t l; \0'� bane Group OB_ L EBT E13R V9BL WBT MR NBL _ NBT Nick SBL S87r S Detector Phase 4 4 8 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 43.0 43.0 43.0 43.0 43.0 22.0 22.0 22.0 22.0 22.0 Total Split (°%) 66.2% 66.2% 66.2% 66.2% 66.2% 33.8% 33.8% 33.8% 33.8% 33.8% Maximum Green (s) 38.0 38.0 38.0 38.0 38.0 17.0 17.0 17.0 17.0 17.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ail -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 37.3 37.3 37.3 37.3 37.3 17.0 17.0 17.0 17.0 17.0 Actuated gIC Ratio 0.58 0.58 0.58 0.58 0.58 0.26 0.26 0.26 0.26 0.26 vlc Ratio 0.85 0.93 0-46 0.27 0.24 0.53 0.42 0.80 0.55 0.64 Control Delay 33.5 24.5 243 7.1 3.2 33.8 20.1 52.6 23.2 10.9 (queue Delay 0.0 8.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.5 33.0 24.3 7.1 3.2 33.8 20.1 52.6 23.2 10.9 LOS C C C A A C C D C B Approach Delay 33.1 7.1 22.5 23.1 Approach LOS C A C C Wersecfion §6mmary _ . Area Type: Other Cycle Length: 65 Actuated Cycle Length: 64.3 Natural Cycle: 65 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.93 Intersection Signal Delay: 24.1 Intersection LOS: C Intersection Capacity Utilization 82.7°% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 20 RESOLUTION NO. 19-068 (Exhibit A) Page 443 of 570 Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 113/2019 vane Group EBL EBT EBR . VVBL 4VBT W_ _ B_R NBL NBT SBR 99L SET S8,J Lane Configurations 4 r 1) flA ft F Volume (vph) 418 72 554 11 44 26 297 602 9 46 932 443 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 16 12 12 16 12 12 12 12 Storage Length (ft) 0 0 0 0 190 0 145 45 Storage Lanes 0 1 0 0 2 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.95 0.95 1.00 0.95 1.00 Frt 0.850 0.957 0.998 0,850 Flt Protected 0.959 0.993 0.950 0.950 Said. Flow (prot) 0 1786 1583 0 2006 0 3433 4003 0 1770 3539 1583 Flt Permitted 0.722 0.925 0.195 0.347 Satd. Flow (perm) 0 1345 1583 0 1869 0 705 4003 0 646 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 73 28 2 203 Link Speed (mph) 40 40 40 45 Link Distance (ft) 1713 375 2482 971 Travel Time (s) 29.2 6.4 423 14.7 Peak Hour Factor 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.97 092 0.92 Adj. Flow (vph) 454 78 602 12 48 28 323 654 10 50 1013 482 Shared Lane Traffic (%) Lane Group Flow (vph) 0 532 602 0 88 0 323 664 0 50 1013 482 Enter Blocked Intersectson No No No No No No No No No No No No Lane Alignment Left Left Right Lett Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Widih(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 100 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector i Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 20 Detector 1 Ti ype CI+Ex CI+Ex C1+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s} 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Detector 2 Posilion(ft) 94 94 94 94 Detector 2 Sizeft 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm NA Perm NA Perm Protected Phases 4 8 2 6 Permifted Phases 4 4 8 2 6 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 21 RESOLUTION NO. 19-068 (Exhibit A) Page 444 of 570 I 1 i Lanes, Volumes, Timings 12: S Main St & W Torrance Blvd1E Torrance Blvd 1/312019 Analysis Period (min)15 ana Nnases: i z: s Main tit & vv i orrance await 1 orrance tjlva --b4 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 22 RESOLUTION NO. 19-068 (Exhibit A) Page 445 of 570 � --I. --vvIr A— � .0\t � \O. *J _ Gane Group tb8_ WBL Wr W6R_ NBi PBT ! R .B�_ _. VBT_ _.S --Bq Detector Phase 4 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Splil (s) 21.0 21.0 21 � 21.0 21.0 21,0 21.0 21.0 21.0 21.0 Ti ota?Split (s) 40.0 40.0 400 40.0 40.0 50.0 50.0 50.0 50.0 50.0 Total Split (%) 44.4% 44.4% 44.4% 44.4`. 44.4% 55.6% 55.6% 55.6% 55.6% 55.6% Maximum Green (s) 35.0 35.0 350 35.0 35.0 45.0 45.0 45.0 45.0 45.0 Yellow Time (s) 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11,0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 35.0 35.0 35.0 45.0 45.0 45.0 45.0 45.0 Actuated gIC Ratio 0.39 0.39 0.39 0.50 0.50 0.50 0.50 0.50 vlc Ratio 1.02 0.91 0.12 0.92 0.33 0.15 0.57 0.54 Control Delay 73.3 43.5 13.1 55.0 14.0 13.8 17.4 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.3 43.5 13.1 55.0 14.0 13.8 17.4 11.0 LOS E D B E B a B B Approach Delay 57.5 13.1 27.4 15.3 Approach LOS E B C B rrifersection Summary - - - - Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum * Ratio: 1.02 Intersection Signal Delay: 31.2 Intersection LOS: C Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min)15 ana Nnases: i z: s Main tit & vv i orrance await 1 orrance tjlva --b4 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 22 RESOLUTION NO. 19-068 (Exhibit A) Page 445 of 570 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 1/312019 'A --6. *-- 4" \1' 4/ Fm Griou EBL EBT WB7` 9Ft 98L SBR Lane Configurations Volume (vph) 197 385 37 478 1009 182 Ideal Flow (vphpl) 1900 1900 1900 1900 190D 1900 Storage Length (ft) 150 0 0 0 Storage Lanes 1 1 2 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.97 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (pros) 1770 3539 1863 1583 3433 1583 Flt Permitted 0.731 0.950 Satd. Flow (perm) 1362 3539 1863 1583 3433 1583 Right Tum on Red Yes Yes Satd. Flow (RTOR) 520 198 Link Speed (mph) 35 40 40 Link Distance (ft) 701 533 434 Travel Time (s) 13.7 9.1 7.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 418 40 520 109, 198 Shared Lane Traffic (%) Lane Group Flow (vph) 214 418 40 520 1097 198 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Turn Lane . Headway Factor 1.00 1.00 1.00 1.00 1,00 _ _ _ 1.00 _'_ r _ Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 1 Detector Template Left Thru Thru Right Left Right __ Leading Detector (ft) Leading 20 100 100 20 20 20-7 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 _ Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Y Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex _ Detector 2 Channel y Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA NA Perm Prot Perm Protected Phases 4 8 6 Permitted Phases 4 8 6 Detector Phase 4 4 8 8 6 6 Carson IDIF 12:00 pm 915/2018 Fuiure PM Plus Project Synchro 8 Report W.G, Timmerman Engineering, Inc. Page 23 RESOLUTION NO. 19-068 (Exhibit Al Page 446 of 570 Lanes, Volumes, Timings 13: Lenardo Rdl1-405 SB Ramps 1/312019 ntersection gumma Area Type: Other Cycle Length: 45 Actuated Cycle Length- 41.1 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.69 Intersection Signal Delay. 10.6 Intersection LOS: B Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min)15 and Phases, 13: Lenardo Rdll405 SB Carson ID1F 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 447 of 570 Synchro 8 Report Page 24 bane Grouq EBS EBT WBT WBR SBL SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 Act Effct Green (s) 11.9 11.9 11.9 11.9 19.1 19.1 Actuated g/C Ratio 0.29 0.29 0.29 0.29 0.46 0.46 vlc Ratio 0.54 0.41 0.07 0.63 0.69 0.23 Control Delay 17.7 12.7 10.3 5.3 12.4 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 12.7 10.3 5.3 12.4 2.6 LOS B B B A B A Approach Delay 14.4 5.7 10.9 Approach LOS B A B ntersection gumma Area Type: Other Cycle Length: 45 Actuated Cycle Length- 41.1 Natural Cycle: 45 Control Type: Semi Act-Uncoord Maximum vlc Ratio: 0.69 Intersection Signal Delay. 10.6 Intersection LOS: B Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min)15 and Phases, 13: Lenardo Rdll405 SB Carson ID1F 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 447 of 570 Synchro 8 Report Page 24 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Ramps EBL I=BT OR WEIL WBT WBR NBL 113/2019 MR SBL S8T SM Lame Configurations ff it [ane Gmup EBL I=BT OR WEIL WBT WBR NBL NET MR SBL S8T SM Lame Configurations ff it +T ++. I Volume (vph) 702 517 398 0 0 0 96 1393 221 0 1310 916 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 i Storage Length (ft) 200 150 0 0 160 0 0 120 Storage Lanes 0 1 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Ubl. Factor 097 0.95 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Fri 0.850 0.979 0.850 Flt Protected 0.950 0 950 Said. Flow (prot) 3433 3539 1583 0 0 0 1770 3465 0 0 3539 1583 Fit Permitted 0.950 0.116 Said. Flow (perm) 3433 3539 1583 0 0 0 216 3465 0 0 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 41 44 996 Link Speed (mph) 40 40 35 35 Link Distance (ft) 533 422 1230 386 Travel Time (s) 9.1 7.2 24.0 7.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 763 562 433 0 0 0 104 1514 240 0 1424 996 Shared Lane Traffic (%) Lane Group Flow (vph) 763 562 433 0 0 0 104 1754 0 0 1424 996 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 _ Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Riaht Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Tra!ling Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 4 2 2 6 6 Carson IDIF 1200 pm 91512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 25 RESOLUTION N0. 19-068 (Exhibit A) Page 448 of 570 Lanes, Volumes, Timings 14: S Avalon Blvd & 1-405 SB Rams 113/2019 � � � 'r ~ k $\ i ane roup SBL ' EBT EBR WBL 1NBT - RK N7B 8R C. TBT SBBI Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 24.0 24.0 24.0 46.0 46.0 46.0 46.0 Total Split (%) 34.3% 34.3% 34.3% 65.7% 65.7% 65.7% 65.7% Maximum Green (s) 19.0 19.0 19.0 41.0 41.0 41.0 41.0 Yellow Time (s) 4.0 4A 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 19.0 19.0 19.0 41.0 41.0 41.0 41.0 Actuated g/C Ratio 0.27 0.27 0.27 0.59 0.59 0.59 0.59 vlc Ratio 0.82 0.59 0.94 0.83 0.86 0.69 0.74 Control Delay 32.9 25.0 55.7 64.1 17.4 12.2 4.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 2.1 0.6 Total Delay 32.9 25.0 55.7 64.1 17.4 14.3 5.2 LOS C C E E B B A Approach Delay 36.0 20.0 10.6 Approach LOS D C B ntersection Summ T Area Type: Other Cycle Length: 70 Actuated Cycle Length: 70 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.94 Intersection Signal Delay: 20.9 Intersection LOS: C Intersection Capacity Utilization 74.1% ICU Level of Service D Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 26 RESOLUTION NO. 19-068 (Exhibit A) Page 449 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Ramps 113/2019 --* --t. --v � T �► l W Group SBL EST EBR 4yBI. WBT V 'R' IAC SBL ,ffr - .ane Lane Configurations 4 F ++ ttt � Volume (vph) 0 0 0 363 0 870 636 1020 0 0 1869 631 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 a 0 150 0 0 0 Storage Lanes 0 0 1 1 1 0 0 1 Taper Length (ft) 25 25 25 25 Lane LIM. Factor 1.00 1.00 1.00 0.95 095 100 0.97 0.95 1.00 1.00 0.91 100 Frt 0.850 0 850 Flt Protected 0.950 0.950 0,950 Satd. Flow (prot) 0 0 0 1681 1681 1583 3433 3539 0 0 5085 1583 Flt Permitted 0.950 0.950 0.211 Said. Flow (perm) 0 0 0 1681 1681 1583 762 3539 0 0 5085 1583 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 48 686 Link Speed (mph) 40 40 35 35 Link Distance (ft) 346 390 386 2946 Travel Time (s) 59 6.6 7.5 574 Peak Hour Factor 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 395 0 946 691 1109 0 0 2032 686 Shared Lane Traffic 50% Lane Group Flow (vl)hl 0 0 0 197 198 946 691 1109 0 0 2032 686 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1._00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 2 1 Detector Template Left Thru Right Left Thru Thru Right Leading Detector (ft) 20 100 20 20 100 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Detector 1 Delay (s) 0.0 0.0 0,0 0,0 0.0 0,0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA NA Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Detector Phase 8 8 8 2 2 6 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 27 RESOLUTION NO. 19-068 (Exhibit A) Page 450 of 570 Lanes, Volumes, Timings 15: S Avalon Blvd & 1-405 NB Rams 113/2019 --* N 1-4- k4\ t /,. � 1 ne Group EBL EBT E_B_R__L_ VBT WR BT _ FTli;ft. SBS ~ SBT SB Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Spit (%) 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#1hr) 0 0 0 0 0 0 0 Act Effct Green (s) 16.0 16.0 16.0 19.0 19.0 19.0 19.0 Actuated g/C Ratio 0.36 0.36 0.36 0.42 0.42 0.42 0.42 vlc Ratio 0.33 0.33 1.60 2.15 0.74 0.95 0.64 Control Delay 12.5 12.6 295.0 546.7 14.7 25.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 12.6 295.0 546.7 14.7 25.0 4.3 LOS B B F F B C A Approach Delay 211.8 218.9 19.8 Approach LOS F F B blersecltan Summary Area Type: Other Cycle Length. 45 Actuated Cycle Length: 45 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum * Ratio: 2.15 Intersection Signal Delay: 124.9 Intersection LOS: F Intersection Capacity Utilization 90.4% ICU Level of Service E Analysis Period (min)15 Splits and Phases: 15: S Avalon Blvd & 1-405 NB Ramps tot 1y .:- p6 08 Carson IDIF 12:00 pm 9!512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 451 of 570 Synchro 8 Report Page 28 Lanes, Volumes, Timings 16: S Main St & E 213th St 1/312019 WBL WBR AT N -SR SBL' SBT Lane Configurations y Volume (vph) 235 188 677 271 371 1081 ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 16 16 16 16 12 12 Storage Length (ft) 0 0 0 90 Storage Lanes 1 0 0 1 Taper Length (f1) 25 25 ' Lane Ubl_ Factor 1.00 1.00 0.95 0.95 1.00 0.95 Frt 0.940 0.957 Flt Protected 0.973 0.950 Satd, Flow (prot) 1931 0 3839 0 1770 3539 Flt Permitted 0.973 0.246 Satd. Flow (perm) 1931 0 3839 0 458 3539 Right Tum on Red Yes Yes Satd. Flow (RTOR) 45 165 Link Speed (mph) 30 35 45 Link Distance (ft) 4544 1360 2482 Travel Time (s) 103.3 26.5 37.6 Peak Hour Factor 0.92 092 092 0.92 0.92 0.92 Adj. Flow (vph) 255 204 736 295 403 1175 Shared Lane Traffic (%) Lane Group Flow (vph) 459 0 1031 0 403 1175 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 28 24 24 LinkOffset(ft) 0 0 0 Crosswalk Width(ft) 12 12 12 Two way Left Tum Lane Headway Factor 0.85 0.85 085 085 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 2 1 2__ Detector Template Left Thru Left T Thru Leading Detector (ft) 20 100 20 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 Detector 1 Type C1+Ex CI+Ex Ct+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 4.0 0.0 Detector 1 Queue (s) 0.0 0,0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm NA Perm NA Protected Phases 2 6 Permitted Phases 8 6 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc Page 29 .4 RESOLUTION NO. 19-068 (Exhibit A) Page 452 of 570 Lanes, Volumes, Timings 16: S Main St & E 213th St 113/2019 Lane Group WsL Wk 8T NSR SBL SVT Detector Phase 8 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 Total Split (s) 21.0 59.0 59.0 59.0 Total Split (%) 26.3% 73.8% 73.8% 73.8% Maximum Green (s) 16.0 54.0 54.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 16.0 54.0 54.0 54.0 Actuated g/C Ratio 0.20 0.68 0.68 0.68 v/c Ratio 1.09 0.39 1.30 0.49 Control Delay 99.8 5.2 177.9 7.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 99.8 5.2 177.9 7.2 LOS F A F A Approach Delay 99.8 5.2 50.8 Approach LOS F A D Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 1.30 Intersection Signal Delay: 42.8 Intersection LOS: D Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period (min)15 and Phases: 15:5 Main 5t & E Z13th 5t Carson IDIF 92:00 pm 9/5/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 453 of 570 Synchro 8 Report Page 30 Lanes, Volumes, Timings 17= S Avalon Blvd & E 213th St 1/312019 -A--10. --*~ k 4\ T/,- 1 l 4/ ane Group SBL EBT EBR WBL WT- T 1 R NBA. NEIT NBR SBL SST B Lane Configurations T* fi� ) ++T ) +0 Volume (vph) 263 304 113 143 229 202 148 1317 165 103 1377 189 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 16 16 12 16 16 12 16 16 12 16 16 Storage Length (ft) 100 0 100 0 70 0 120 0 Storage Lanes 1 0 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 100 1.00 1.00 0,95 0.95 1.00 0.91 0.91 1.00 0.91 0.91 Frt 0.959 0 930 0.983 0.982 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prof) 1770 2025 0 1770 3730 0 1770 5665 0 1770 5660 0 Flt Permitted 0.483 0.348 0.211 0.211 Satd. Flow (perm) 900 2025 0 648 3730 0 393 5665 0 393 5660 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 10 60 68 Link Speed (mph) 30 30 35 35 Link Distance (ft) 4544 967 1397 1230 Travel Time (s) 103.3 22.0 27.2 240 Peak Hour Factor 0.92 0.92 0.92 0.92 4.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 330 123 155 249 220 161 1432 179 112 1497 205 Shared Lane Traffic (%) Lane Group Flow (vph) 286 453 0 155 469 0 161 1611 0 112 1702 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 0.85 0.85 1.00 0.85 0.85 1.00 0.85 0.85 100 0.85 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 _ Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 Carson IDIF 12.00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. 8 RESOLUTION NO. 19-068 (Exhibit A) Page 454 of 570 2 6 Synchro 8 Report Page 31 N� Lanes, Volumes, Timings 17: S Avalon Blvd & E 213th St 113/2019 Analysis Period (min)15 ana mases: 1 r: 5 ,avaion diva & t zi 3tn 5t -4b4 4 - Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 455 of 570 Synchro 8 Report Page 32 Gane group EBL EBT EBR WBL WBT WElft NRL NIST WBR _ SBS SBl SB Detector Phase 4 4 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 210 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 24.0 24.0 24.0 24.0 Total Split (%) 46.7% 46.7% 46.7% 46.7% 53.3% 53.3% 53.3% 53.3% Maximum Green (s) 16.0 16.0 16.0 16.0 19.0 19.0 19.0 19,0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dant Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 15.6 15.6 15.6 15.6 19.0 19.0 19.0 19.0 Actuated g/C Ratio 0.35 0.35 0.35 0.35 043 0.43 0.43 0.43 vlc natio 0.91 0.64 0.69 0.36 0.96 0.66 0.67 0.69 Control Delay 52.7 16.7 33.2 11.5 851 11.4 37.1 11.9 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Total Delay 52.7 16.7 332 11.5 85.1 11.4 37.1 11.9 LOS D S C B F B D B Approach Delay 30.7 16.8 18.1 13.5 Approach LOS C B B B Intersection Summary - - - - Area Type: Other Cycle Length: 45 Actuated Cycle Length: 44.6 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.96 Intersection Signal Delay: 18.1 Intersection LOS: B Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period (min)15 ana mases: 1 r: 5 ,avaion diva & t zi 3tn 5t -4b4 4 - Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 455 of 570 Synchro 8 Report Page 32 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1312019 --0-V tib 4- *-- 4\I * I i 4/ Lane Group EBL EBT EBR WBL WFT Wk NEL NBT NI3R SBL SBT SB Lane Configurations ++ r Vi +1� 0 +$ Volume (vph) 135 653 522 62 557 34 239 357 125 91 468 174 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 213 75 152 0 230 0 240 0 Storage Lanes 1 0 1 0 2 0 2 0 Taper Length (ft) 25 25 25 25 Lane Util Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.97 0.95 095 0.97 0.95 0.95 Frt 0.850 0.991 0.961 0.959 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3507 0 3433 3401 0 3433 3394 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3507 0 3433 3401 0 3433 3394 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 289 10 79 87 Link Speed (mph) 35 35 40 40 Link Distance (ft) 1243 2441 713 3767 Travel Time (s) 24.2 47.6 12.2 64.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 0.92 Adj Flow (vph) 147 710 567 67 605 37 260 388 136 99 509 169 Shared Lane Traffic {96] Lane Group Flow (vph) 147 710 567 67 642 D 260 524 0 99 698 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Deft Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Lank Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lage Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 2 Detector Templale Left Thru Right Left Thru Left r hru Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Posilion(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Detector Phase 7 4 4 3 8 5 2 1 6 Carson IDIF 12:00 pm 9/5/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 33 RESOLUTION NO. 19-068 (Exhibit A) Page 456 of S70 Lanes, Volumes, Timings 18: S Figueroa St & W Carson St 1/312019 w bane Group EHL EBT EBR WBL WBiWBRWBR NBL NBT NBR SBL S13T 5H Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (%) 15.0% 35.0% 35.0% 15.0% 35.0% 15.0% 35.0% 15,0% 35.0% Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 4.0 16.0 4.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 4.0 18.4 18.4 4.0 14.7 4.0 17.9 4.0 16.0 Actuated g/C Ratio 0.07 0.31 0.31 0.07 0.25 0.07 0.30 0.07 0.27 vlc Ratio 1.23 0.64 0.82 0.56 0.73 1.12 0.48 0.42 0.71 Control Delay 185.0 21.8 22.7 47.6 25.2 125.1 16.9 32.8 21.6 Queue Delay 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 185.0 21.8 22.7 47.6 25.2 125.1 16.9 32.8 21.6 LOS F C C D C F B C C Approach Delay 390 27.3 52.8 23,0 Approach LOS D C D C [ntersect an Summary. IM Area Type: Other Cycle Length: 60 Actuated Cycle Length: 58.8 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.23 Intersection Signal Delay: 36.3 Intersection LOS: D Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 34 RESOLUTION NO. 19.068 (Exhibit A) Page 457 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson St1E Carson St 1/3/2019 --* --P�-V #e-- 4- t �► l 41 Lane Group lrBl. EBT EBR W6L WEST WOR NBC. NBT NCR K W, S Lane Configurations I ++ it ++ F ) ++T ) +0 Volume (vph) 133 508 47 116 475 59 189 642 175 175 883 185 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 16 12 12 16 Storage Length (ft) 210 70 220 70 115 0 175 500 Storage Lanes 1 1 1 1 1 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. tactor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.91 0.91 1.00 0.91 091 Frt 0.850 0.850 0.968 0.974 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 4923 0 1770 4953 0 Fit Permitted 0.398 0.366 0.212 0.305 Satd. Flow (perm) 741 3539 1583 682 3539 1583 395 4923 0 568 4953 0 Right Turn on Red Yes Yes Yes Yes Said. Flow (RTOR) 51 64 88 104 Link Speed (mph) 35 35 35 35 Link Distance (ft) 2441 4293 978 1360 Travel Time (s) 47.6 83.6 19.1 26.5 Peak Hour Factor 0.92 092 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 145 552 51 126 516 64 205 698 190 190 960 201 Shared Lane Traffic ?°k) Lane Group Flow (vph) 145 552 51 126 516 64 205 888 0 190 1161 0 Enter Blocked Inlerseclion No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median %dih(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 +, Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) oA 0.0 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Carson IDIF 12.00 pm 9/5/2018 Future PM Plus Project Synchro 8 Report W.G_ Zimmerman Engineering, Inc. Page 35 RESOLUTION NO. 19-068 (Exhibit A) Page 458 of 570 Lanes, Volumes, Timings 19: S Main St & W Carson WE Carson St 1/3/2019 ntersection Summa Area Type: Other Cycle Length: 55 Actuated Cycle Length: 53.2 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay.16.9 Intersection LOS: B Intersection Capacity Utilization 68.8°% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 19: S Main St 8 W Carson SUE Carson St � --b. -'V 'e- - 4-- *\ t /'. I,*1 _ [ane Group ' T -9P 466WE-FT VWR 9B- %T EVBR SBL SBT - 'SB'9 Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 34.0 34.0 34.0 34.0 Total Split (0%) 38.2°% 38.2% 38.2% 38.2%u 38.2% 38.2% 61.8% 61.8% 61.8°% 61.8°% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 29.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0 Act Eftct Green (s) 14.1 14.1 14.1 14.1 14.1 14.1 29.1 29.1 29.1 29.1 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.27 0.27 0.55 0.55 0.55 0.55 vlc Ratio 0.74 0.59 0.11 0.70 0,55 0.14 0.95 033 0.61 0.42 Control Delay 43.7 19.8 5.9 41.5 19.2 5.6 71.0 6.6 20.9 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.7 19.8 5.9 41.5 19.2 5.6 71.0 6.6 20.9 7.3 LOS D B A D B A E A C A Approach Delay 23.5 21.9 18.7 9.2 Approach LOS C C B A ntersection Summa Area Type: Other Cycle Length: 55 Actuated Cycle Length: 53.2 Natural Cycle: 55 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.95 Intersection Signal Delay.16.9 Intersection LOS: B Intersection Capacity Utilization 68.8°% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 19: S Main St 8 W Carson SUE Carson St Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 459 of 570 Synchro 8 Report Page 36 345 s ■ 06 08 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 459 of 570 Synchro 8 Report Page 36 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/312019 4\ t 1 bane Group EBL. EBT EBR WBL MT MR NBL BEST NBR SBL SBT Lane Configurations +T* 1) fl� ) ++I ) ++T Volume (vph) 172 734 74 501 403 123 78 1108 478 254 1155 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 2 0 2 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 0.95 0.97 0.95 0.95 100 0.91 0.91 1.00 0.91 0.91 Fd 0.986 0.965 0.955 0 986 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 3490 0 3433 3415 0 1770 4856 0 1770 5014 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3490 0 3433 3415 0 1770 4856 0 1770 5014 0 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 7 31 90 16 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 092 0.92 0.92 0.92 0,92 092 0.92 0.92 0.92 Adj_ Flow (vph) 187 798 80 545 438 134 85 1204 520 276 1255 1.34 Shared Lane Traffic (°%) Lane Group Flow (vph) 187 878 0 545 572 0 85 1724 0 276 1389 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Turing Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channell Detector 1 Extend (s) 0.0 OA 0.0 0.0 0.0 0.0 0.0 OA Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 00 0.0 0.0 0.0 00 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineenng, Inc Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 460 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1/3/2019 4N 1 Lane Group ESL obi WR W 'R T- RL I'�BT IBR SBL---- _SST' 184 Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 9.0 21.0 Total Split (s) 17.0 34.0 24.0 41.0 17.0 48.0 24.0 55.0 Total Split (%) 13.1°% 26.2% 18.5% 31.5`6 13.1°% 36.9°% 18.5% 42.3°% Maximum Green (s) 12,0 29.0 19.0 36.0 12.0 43.0 19.0 50.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 30 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 b 0 0 Act Effct Green (s) 11.2 29.0 19.0 36.8 10.5 43.0 19.0 51.5 Actuated g/C Ratio 0.09 0.22 0.15 0.28 0.08 0.33 0.15 0.40 vic Ratio 0.63 1.12 1.09 0.58 0.60 1.03 1.07 0.70 Control Delay 67.4 116.5 117.3 40.6 74.7 71.9 127.7 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.4 116.5 117.3 40.6 74.7 71.9 127.7 34.8 LOS E F F D E E F C Approach Delay 107.8 78.0 72.0 50.2 Approach LOS F E E D Lntemectiori Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length:130 Natural Cycle: 130 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.12 Intersection Signal Delay: 73.5 Intersection LOS: E Intersection Capacity Utilization 99.8°% ICU Level of Service F Analysis Period (min)15 Carson 1DIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 38 RESOLUTION NO. 19-068 (Exhibit A) Page 461 of 570 Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 113/2019 Lane .�'* --► 'V ," 4 -- EBL ABT EBR 1WBL WBT k' 4 \ I WBR N& hf9T NSA SBE. SBT SO Lane Configurations I ++ r* I ++ 'ii if it Volume (vph) 16 1150 986 135 1158 0 124 0 71 0 0 0 Ideal Flow (vph pl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 180 0 0 150 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane lltil. Factor 1 00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 0 950 Satd. flow (pro!) 1593 3185 1425 1593 4577 0 1593 0 1425 0 0 1676 Flt Permitted 0.198 0.184 0.950 Satd. Flow (perm) 332 3185 1425 308 4577 0 9593 0 1425 0 0 1676 Right Tum on Red Yes Yes Yes Yes Sald. Flow (RTOR) 1072 77 Link Speed (mph) 40 40 40 40 Link Distance (ft) 2121 469 428 162 Travel Time (s) 36.2 8.0 7.3 2.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 1250 1072 147 1259 0 135 0 77 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 17 1250 1072 147 1259 0 135 0 77 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Larie Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Turning Speed {mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Left Right Right Leading Detector (ft) 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Cliannel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(fl) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel 1_ Detector 2 Extend (s) 0.0 0.0 Tum Type Perm NA Perm Perm NA Perm Perm Perm Prolecled Phases 4 8 Permitted Phases 4 4 8 2 2 6 Detector Phase 4 4 4 8 8 2 2 6 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 39 RESOLUTION NO. 19-068 (Exhibit A) Page 462 of 570 r Lanes, Volumes, Timings 21:1-405 SB Ramps & E Carson St 11312019 ane Group E13L EBT EAR W13L WBT W_ BR NBL NBT _NIT SQL SBT "B Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 49.0 49.0 49.0 49.0 49.0 21.0 21.0 21.0 Total Split (%) 70.0% 70.0% 70.0°% 70.0% 70.0% 30.0% 30.0% 30.0% Maximum Green (s) 44.0 44.0 44.0 44.0 44.0 16.0 16.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 LeadtLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min Min Walk Time (s) 5.0 5,0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 Act Effct Green (s) 38.9 38.9 38.9 38.9 38.9 10.5 10.5 Actuated g/C Ratio 0.65 0.65 0.65 0.65 0.65 0.18 0.18 vlc Ratio 0.08 0.60 0.82 0.73 0.42 0.48 0.25 Control Delay 5.6 7.8 7.6 35.2 5.7 30.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.6 7-8 7.6 35.2 5.7 30.0 8.5 LOS A A A D A C A Approach Delay 7.7 8.8 Approach LOS A A Area Type: CBD Cycle Length: 70 Actuated Cycle Length: 59.8 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum vlc Ratio- 0.82 Intersection Signal Delay: 8.8 Intersection LOS: A Intersection Capacity Utilization 84,5°% ICU Level of Service E Analysis Period (min)15 ana mases; zi : MU5 stt Kamns 6 t uarson st Carson ID IF 12:00 pm 91512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 463 of 570 Synchro 8 Report Page 40 Lanes, Volumes, Timings 22; Recreation Rdl1-405 NB Ramps & E Carson St 1/3/2019 --* -•--v 44- k4\ t /"� \10- 1 -*I Lane Group EBL EBT FBR ML WBT WBR NBL NBT NBR 96L SBT Lane Configurations 0 tt r a' If o Volume (vph) 194 1018 36 23 749 417 36 20 20 53 8 494 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 12 12 12 12 12 12 12 Storage Length (ft) 70 0 100 180 0 0 0 0 Storage Lanes 1 0 1 0 0 1 0 1 Taper Length (ft) 25 25 25 25 Lane Uhl. Factor 1.00 0.95 0-95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.995 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.969 0.959 Satd. Flow (prot) 1770 3522 0 1770 3539 1583 0 1805 1583 0 1786 1583 Flt Permitted 0.283 0.151 0.834 0.771 Satd. Flow (perm) 527 3522 0 281 3539 1583 0 1554 1583 0 1436 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 8 453 36 118 Link Speed (mph) 40 40 40 40 Link Distance (ft) 469 2039 158 364 Travel Time (s) 8.0 34.8 2.7 6.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0-92 0.92 0.92 0.92 Adj. Flow (vph) 211 1107 39 25 814 453 39 22 22 58 9 537 Shared Lane Traffic (`/o) Lane Group Flow (vph) 211 1146 0 25 814 453 0 61 22 0 67 537 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex C1+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 00 0.0 00 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) OA 0.0 0.0 0.0 1 Tum Type Perm NA Perm NA Perm Perm NA Perm Perm NA Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Carson IDIF 12:00 pm 915/2018 Fulure PM Plus Project Synchro 8 Report W -G. Zimmerman Engineering, Inc. Page 41 RESOLUTION NO. 19-068 (Exhibit A) Page 464 of 570 Lanes, Volumes, Timings 22: Recreation Rdl1-405 NB Ramps & E Carson St 1/312019 } --. -�v 'r '-- k 4\ t `► ♦ .� .ane Groulp -EB L ' EBT MR- W8L l06 08 NBA WHT hTBR AWL TB_` SBI Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0 Total Split (s) 34.0 34.0 34.0 34.0 34.0 26.0 26.0 26.0 26.0 26.0 26.0 Total Split (%) 56.7% 56.7% 56.7% 56.7% 56.7% 43.3% 43.3°% 43.3% 43.31E 43.3% 43.3% Maximum Green (s) 29.0 29.0 29.0 29.0 29.0 21.0 21.0 21.0 21.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5.0 Lead/Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 26.5 26.5 26.5 26.5 26.5 21.2 21.2 21.2 21.2 Actuated g/C Ratio GAA 0.46 0.46 046 0.46 0.37 0.37 0.37 0.37 vlc Ratio 0.88 0.71 0.20 0.50 0.47 0.11 0.04 0.13 0.82 Control Delay 52.2 15.1 13.4 12.0 2.9 13.9 3.8 14.2 27.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 15.1 13.4 12.0 2.9 13.9 3.8 14.2 27.0 LOS D B B B A B A B C Approach Delay 20.8 8.8 11.2 25.6 Approach LOS C A B C U Infersectian Summa Area Type: Other Cycle Length: 60 Actuated Cycle Length: 57.7 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 0.88 Intersection Signal Delay'. 16.8 Intersection LOS: B Intersection Capacity Utilization 67.1°% ICU Level of Service C Analysis Period (min)15 Splits and Phases: 22: Recreation Rd/1405 NB Ramps & E Carson St r02 -4 26_s 34 s l06 08 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 465 of 570 Synchro 8 Report Page 42 City of Carson Interim Development and Soundwall Impact Fee Future (Year 2023) + Development + Mitigation RESOLUTION NO. 14-068 (Exhibit A) Page 466 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 113/2019 * I Lane Group EBL EBT EW WBL AT WBS; NBA NBT NBig SBL SBT 813 Lane Configurations ) ttT* t'j+ +t r M tt r Volume (vph) 154 414 101 327 1205 172 202 748 506 58 390 450 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 2 0 1 1 2 1 LTap rr Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 0.95 1.00 0.95 1.00 0.97 0.95 1.00 Frt 0.971 0.981 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4938 0 3433 3472 0 1770 3539 1583 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 4938 0 3433 3472 0 1770 3539 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 19 390 240 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 79 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 167 450 110 355 1310 187 220 813 550 63 424 489 Shared Lane Traffic (%) Lane Group Flow (vph) 167 560 0 355 1497 0 220 813 550 63 424 489 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 Detector 1 Queue (s) 0.0 0.0 OA 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 1 Delay (s) OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 6 Detector Phase 7 4 3 8 5 2 2 1 6 6 Carson IDIF 915/2018 Future Mitigation Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 467 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 1/312019 -A --I. --v rI' A- 4\ t �' 1 d k- ne Group EBL EBT !_BR W8L WB_ WER NBL NBT NBR SBL 913Y SBTX Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 40 4.0 Minimum Split (s) 9,0 29.0 9.0 21.0 9.0 21-0 21.0 9.0 21-0 21.0 Total Split (s) 15.0 39.0 21.0 45.0 17.0 31.0 31.0 9,0 230 230 Total Split (%) 15.0% 39,0% 29.0% 45.0% 17.0% 31.0% 31.0% 9.0% 23-0% 23.0% Maximum Green (s) 10.0 34.0 16.0 40,0 12.0 26.0 26.0 4.0 180 180 Yellow Time (s) 4.0 4.0 4,0 4.0 4-0 4.0 4,0 4,0 4.0 40 Ali -Red Time (s) 1.0 1.0 1.0 1.0 1-0 1,0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 0-0 0.0 0,0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 - LeadlLag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3-0 3,0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 Recall Mode None None None None None Max Max None Max Max Walk Time (s) 5.0 5,0 5.0 5.0 5.0 50 Flash Dont Walk (s) 11.0 11.0 11,0 11.0 11.0 110 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 Act Effct Green (s) 10.0 35.5 14.5 40.0 12.0 27.8 27.8 4.0 18.0 180 Actuated g1C Ratio 0.10 0,36 0.14 0.40 0.12 028 0,28 0,04 0-18 0.18 vlc Ratio 094 0.31 0.71 1.07 104 0.83 0.76 0.46 067 1,02 Control Delay 100.9 21.5 49.0 74.8 116.6 43.0 18.0 58.0 44,0 67.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 Total Delay 100.9 21.5 49.0 74.8 1166 43.0 18.0 58.0 44.0 67.5 LOS F C D E F D B E D E Approach Delay 39,7 69.9 44.5 56.7 Approach LOS D E D E Intersection Summary__ ___ _ _ _ M Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 1.07 Intersection Signal Delay: 55.3 Intersection LOS: E Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period (min)15 Splits and Phases- 5: S Fioueroa Sl & W Del Amo Blvd 1190, 1 t02 403 --*b4 s 31 s1139S 05 06 07 08 17s _. Carson IDIF 9/512018 Future Mitigation W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit: A) Page 469 of 570 Synchro 8 Report Page 8 Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd/E Del Amo Blvd 1/312019 --* -I. --* #-- *-- k- 4\ I /0� \,O. i tO Lane GroupRK -EBT EFR 4VBL WErT W NSL N13T NBR' Sl3L SBT 58 Lane Configurations ) ttt r M "T* M tt it ) tO Volume (vph) 203 899 212 237 1294 74 178 595 254 72 538 190 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 1 2 0 2 1 1 C Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 1.00 0.97 0.91 0.91 0.97 0.95 1.00 1.00 0.91 0.91 Fri 0.850 0.992 0.850 0.961 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (pros) 1770 5085 1583 3433 5045 0 3433 3539 1583 1770 4887 0 Flt Permitted 0.950 0.950 0.950 0.950 Said, Flow (perm) 1770 5085 1583 3433 5045 0 3433 3539 1583 1770 4887 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 208 10 276 94 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 221 977 230 258 1407 80 193 647 276 78 585 207 Shared Lane Traffic (%) Lane Group Flow (vph) 221 977 230 258 1487 0 193 647 276 78 792 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Posiiion(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 4 3 8 5 2 2 1 6 Carson IDIF 9/512018 Future Mitigation Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 469 of 570 Lanes, Volumes, Timings 6: S Main St & W Del Amo BIvd1E Del Amo Blvd 113/2019 } --► N 1r 4-- k .4\ I t ne Group E EIL W EM WBL WBT WBR NBL NET NBR SBL SBT 5BR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 90 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 17.0 28.0 28.0 20-0 31.0 15.0 32.0 32.0 10.0 27.0 Total Split (%) 18.9% 31.1% 31.1'% 22.2% 34.4% 16.7% 35.6% 35.6% 11.1% 30.0% Maximum Green (s) 12.0 23.0 23.0 150 26.0 10.0 27.0 27.0 5.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4-0 4.0 40 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 OA 0.0 0.0 0.0 0.0 OA 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag dead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Walk Time (s) 5,0 50 5,0 5.0 5.0 5,0 Flash Dont Walk (s) 11.0 11.0 11.0 11,0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 12.0 26.1 261 11.9 26.0 9.3 28.5 28.5 5.0 22,2 Actuated g/C Ratio 0.13 0.29 0.29 0.13 0-29 0.10 0.32 0.32 0.06 0.25 vlc Ratio 0.93 0.66 0.38 057 101 0.54 0.57 0.40 0.79 0.62 Control Delay 83.8 30.9 73 41.1 58.4 44.0 28.5 5.0 91,2 28.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 00 0.0 Total Delay 83.8 30.9 73 41.1 58.4 44-0 28.5 5.0 912 28.7 LOS F C A D E D C A F C Approach Delay 35.3 55,9 25.4 34.3 Approach LOS D E C C }ntersection Summary _ Area Type: Other Cycle Length: 90 Actuated Cycle Length: 89,5 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Maximum v!c Ratio -1.01 Intersection Signal Delay_ 40.0 Intersection LOS D Intersection Capacity Utilization 75,0% ICU Level of Service D _ _ _ J Analysis Period (min)15 Splits and Phases: 6: S Main St 8 W Del Amo Blvd/E Del Amo Blvd \Voi 1 102 'K03 �4 Us 1-1329 20s 28 9 I 4\ 05 • o6 � 07 fl8 7s Carson IDIF 9/5/2018 Future Miligation W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 470 of 570 Synchro 8 Report Page 10 Pil `-a LTJ Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/312019 t -•-V f� *--4\ t �► l W Lane dram EBL EBT EAR WK ST WR 99L NBT NF R . SAL' BT _.SBj Lane Configurations tt f M 0 )) ttt r tt rrt Volume (vph) 394 659 119 186 871 101 311 1131 301 171 709 391 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 2 0 0 0 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.95 0.97 0.91 1.00 0.97 0.95 1.00 Frt 0.850 0.984 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Said. Flow (prot) 3433 3539 1583 3433 3483 0 3433 5085 1583 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Said. Flow (perm) 3433 3539 1583 3433 3483 0 3433 5085 1583 3433 3539 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR) 145 14 277 246 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 428 716 129 202 947 110 338 1229 327 186 771 425 Shared Lane Traffic (%) Lane Group Flow (vph) 428 716 129 202 1057 0 338 1229 327 186 771 425 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Posibon(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 7 4 4 3 8 5 2 2 1 6 6 Carson IDIF 9/512018 Future Mitigation Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 471 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1/3/2019 --* --p. --* ,I- '- 4- 4\ t / 4 4" ane Group ESL EBT EBR ML WBT ffBK h1B1. NST NBR SBL SBT OV Switch Phase Minimum Initial (s) 4.0 4.0 40 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 21.0 9.0 21.0 210 Total Split (s) 17,0 35.0 350 14.0 32.0 15.0 30.0 30.0 11.0 260 26.0 Total Split (%) 18.9% 38.9% 38.9% 15.6% 35.6% 16.7% 33.3% 33.3°% 12.2% 28.9°% 28.9% Maximum Green (s) 12.0 30.0 30.0 9.0 27.0 1().0 25.0 25.0 6.0 210 21 a Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.9 Lost Time Adjust (s) 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 0,0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 50 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3,0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 110 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 0 Act Effct Green (s) 12.0 30.3 30.3 8.7 270 1 D 0 25.0 25.0 6.0 21.0 2t.0 Actuated g1C Ratio 0.13 0,34 034 0.10 0,30 0.11 0.28 0.28 0.07 0.23 0,23 vlc Ratio 0.94 0.60 0.21 0.61 1.00 0.89 087 0.51 0.82 0.93 0.76 Control Delay 690 27.5 3.9 47.2 60.7 658 39.1 8.7 69.4 53.9 23,6 Queue Delay 0.0 0.0 0.0 0.0 0.0 00 0.0 00 0.0 0.0 0.0 Total Delay 69.0 27.5 3.9 47.2 60.7 65.8 39.1 8.7 69.4 53.9 23.6 LOS E C A D E E D A E D C Approach Delay 39.1 58.6 38.6 46.7 Approach LOS D E D D Irdersectton Summary _ Area Type: Other Cycle Length: 90 Actualed Cycle Length: 90 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.00 Intersection Signal Delay: 45.0 Intersection LOS: D _ Intersection Capacity Utilization 83.7% ICU Level of Service E Analysis Period (min)15 8: S Avalon Blvd & E Del Amo Blvd Carson !DIF 9/5/2018 Future Mitigation W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 472 of 570 Synchro 8 Report Page 14 .q Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson S# WE- Groins Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Width (ft) Storage Length (ft) Storage Lanes Taper Length (ft) Lane UK Factor Frt Flt Protected Satd. Flow (prol) Flt Permitted Satd. Flow (perm) Right Tum on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(fti Link Offset(ft) Crosswalk Width(ft) Two way Left Tum Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (1) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detect ro 2 Position(ft)__ Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases 1/312019 --* --0- -* 4e'- 0 *--4\ t /0 1*.l 0 -V EBI. EBT EBR WBL WBT WBR NBL N6T__ NBR SBL SBT 5B Carson IDIF 9/512018 Future Mitigation W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-058 (Exhibit A) Page 473 of 570 2 Synchro 8 Report Page 37 tO 0 tt r M 0 119 515 68 505 408 111 fib 1056 518 142 966 59 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 12 12 16 12 12 16 12 12 16 12 12 16 225 0 215 0 140 0 150 0 1 0 2 0 1 1 2 0 25 25 25 25 1.00 0.91 0.91 0.97 0.95 0.95 1.00 0.95 1.00 0.97 0.95 0.95 0.982 0.968 0.850 0.991 0.950 0.950 0.950 0.950 1770 4994 0 3433 3426 0 1770 3539 1794 3433 3507 0 0.950 0.950 0.950 0.950 1770 4994 0 3433 3426 0 1770 3539 1794 3433 3507 0 Yes Yes Yes Yes 23 38 354 7 35 40 35 35 4293 2121 702 1397 83.6 36.2 13.7 27.2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 129 560 74 549 443 121 74 1148 563 154 1050 64 129 634 0 549 564 0 74 1148 563 154 1114 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 24 24 24 24 0 0 0 a 12 12 12 12 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 15 9 15 9 15 9 15 9 1 2 1 2 1 2 1 1 2 Left Thru Left Thru Left Thru Right Left Thru 20 100 20 100 20 100 20 20 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 6 20 6 20 6 20 20 6 CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 94 6 6 6 6 CI+Ex CI+Ex CI+Ex CI+Ex 0.0 0.0 0.0 0.0 Plot NA Prot NA Prot NA Perm Prot NA 7 4 3 8 5 2 1 6 Carson IDIF 9/512018 Future Mitigation W.G. Zimmerman Engineering. Inc. RESOLUTION NO. 19-058 (Exhibit A) Page 473 of 570 2 Synchro 8 Report Page 37 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 1!312019 4e 4--- k- 4\ I t ane Group EBL EBT EBR WBS, MT WO NBL NBT NBR SBL ff T Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4,0 4,0 Minimum Split (s) 9.0 21,0 9.0 21.0 9.0 21.0 21.0 90 21.0 Total Split (s) 12.0 21,0 20.0 29.0 14.0 36.0 36.0 13.0 35.0 Total Split (°%) 13.3°% 23.3% 222% 32.2°% 15.6% 40.0% 40.0°% 14.4% 38.9°% Maximum Green (s) TO 16,0 15.0 24.0 9.0 31,0 31.0 8.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 10 1.0 Lost Time Adjust (s) 0.0 0,0 0.0 0.0 0,0 0,0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max None Max Walk T ime (s) 5.0 5.0 5.0 5,0 5.0 Flash Dont Walk (s) 11,0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 7.0 15.1 150 23.1 8.0 31.0 31,0 7.7 32.9 Actuated gIC Ratio 008 0.17 0.17 0.26 0.09 0.35 0.35 0.09 0.37 We Ratio 0.93 0.73 0.95 0.61 0.46 0,93 0.66 0,52 0,85 Control Delay 103.7 392 64.7 302 482 42.7 13.0 45.6 35.3 Queue Delay 00 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 Total Delay 103.7 39.2 64.7 30.2 482 42.7 13.0 45.6 35.3 LOS F D E C D D 13 D D Approach Delay 50.1 472 33.6 36.6 Approach LOS D D C D Intersection Summary _ Area Type: Other Cycle Length: 90 Actuated Cycle Length: 88,9 Natural Cycle: 80 Control Type- Actuated -Uncoordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay_ 40.0 Intersection LOS- D Intersection Capacity Utilization 75,8°% ICU Level Df Service D Analysis Period (min)15 Solils and Phases: 20: S Avalon Blvd & E Carson St 01 L2 7 d3 135 0369 2205 215 05 � o6 Pi��08 a7 s Carson IDIF 915/2018 Future Mitigation W.G Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 474 of 570 Synchro 8 Report Page 38 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd EBL EBT EBR W8L WBT WR & 1/312019 --* -- %< 4--- 4-- 4\ t ) �► 4 Lane Group . EBL EBT EBR W8L WBT WR & . WBT -MYR SBL SBT Lane Configurations ) ttT+ 0 tt r tt Volume (vph) 61 1361 169 675 1213 137 55 458 521 220 597 233 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 60 0 240 240 240 0 245 245 Storage Lanes 1 0 2 0 1 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.91 0.91 0.97 0.95 0.95 1.00 0.95 1.00 0.97 0.95 1.00 Frt 0.983 0.985 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 4999 0 3433 3486 0 1770 3539 1583 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Sald. Flow (perm) 1770 4999 0 3433 3486 0 1770 3539 1583 3433 3539 1583 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 23 16 337 185 Link Speed (mph) 45 45 40 40 Link Distance (ft) 519 1251 791 2451 Travel Time (s) 7.9 19.0 13.5 41.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 66 1479 184 734 1318 149 60 498 566 239 649 253 Shared Lane Traffic (%) Lane Group Flow (vph) 66 1663 0 734 1467 0 60 498 566 239 649 253 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) OA 0.0 OA 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA 0.0 OA Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 6 Detector Phase 7 4 3 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 7 RESOLUTION NO. 19-068 (Exhibit A) Page 475 of 570 Lanes, Volumes, Timings 5: S Figueroa St & W Del Amo Blvd 113/2019 -' _. --* 'r '- *-- � t �► l bane Group MB -W EBR WI3L WBT WBR NBL NBT NE#! ML 5BT - S Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 9.0 21.0 9.0 21.0 21.0 9.0 21.0 21.0 Total Split (s) t 1.0 36.0 26.0 51.0 10.0 26.0 26.0 12.0 28.0 28.0 Total Split (°%) 11.0% 36.0% 26.0% 51.0% 10.0% 26.0% 26.0% 12.0% 28.0% 28.0% Maximum Green (s) 6.0 31.0 21.0 46.0 5.0 21.0 21.0 7.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 10 1.0 10 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 00 0.0 0-0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5-0 5.0 50 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5-0 5.0 Flash Dont Walk (s) 11.0 11.0 110 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 0 Act Effct Green (s) 6.0 31.0 21.0 48.2 5.0 21.0 21.0 7.0 25.0 25.0 Actuated gIC Ratio 0.06 0.31 0.21 0.48 005 0.21 0.21 0.07 0.25 0.25 vic Ratio 0.62 1.06 1.02 0.87 0.68 0.67 0.95 1.00 0.73 0-47 Control Delay 71.7 75.2 78.5 30.6 83.6 41.5 42.7 105.1 41-0 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 71.7 75.2 78.5 30.6 83.6 41.5 42.7 105.1 41.0 1.3.3 LOS E E E C F D D F D B Approach Delay 75.1 46.6 44.3 48.3 Approach LOS E D D D Intersection Summefy Area Type: Other Cycle Length: 100 �. Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated -Uncoordinated Maximum vlc Ratio., 1.06 Intersection Signal Delay: 54.4 Intersection LOS: D Intersection Capacity Utilization.85,8% ICU Level of Service E _ Analysis Period (min)15 and Phases: 5: S Figueroa St 8 W Del Amo Blvd 31 1 t"e2 1 or -03 _�= Carson IDIF 12:00 pm 9!512018 Future PM Plus Project W -G. Zimmerman Engineering, Inc RESOLUTION NO. 19-068 (Exhibit A) Page 476 of 570 r� Synchro 8 Report Page 8 I Lanes, Volumes, Timings 6: S Main St & W Del Amo Blvd1E Del Amo Blvd 1/3/2019 --* --. --v i- '- k 4\ T �► bane Group L F§ ­T -FBR- WL Wei I° NP Lane Configurations I tt? r )) tO M tt if t+T Volume_(vph) 248 1654 343 256 1212 108 357 501 310 168 838 285 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 storage L ngth (ft) 190 0 195 0 150 0 150 0 Storage Lanes 1 1 2 0 2 1 1 0 Taper Length (ft) 25 25 25 25 Lane UK Factor 1.00 0.91 1.00 0.97 0.91 0.91 0.97 0.95 1.00 1.00 0.91 0.91 Frt 0.850 0.988 0.850 0.962 Flt Protected 0.950 0.950 0.950 0.950 Said. Flaw (prot) 1770 5085 1583 3433 5024 0 3433 3539 1583 1770 4892 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 5085 1583 3433 5024 0 3433 3539 1583 1770 4892 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 220 10 264 57 Link Speed (mph) 45 45 45 45 Link Distance (ft) 1251 1668 534 2341 Travel Time (s) 19.0 25.3 8.1 35.5 Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 270 1798 373 278 1317 117 388 545 337 183 911 310 Shared Lane Traffic (%) Lane Group Flow (vph) 270 1798 373 278 1434 0 388 545 337 183 1221 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 i Detector 2 Size(ft) 6 6 6 6 f Detector 2 Type C1+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 2 Detector Phase 7 4 4 3 8 5 2 2 1 6 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 9 RESOLUTION NO. 19-068 (Exhibit A) Page 477 of 570 Lanes, Volumes, Timings 6- S Main St & W Del Amo Blvd1E Del Amo Blvd 1/3/2019 --. -'V 1 '- k- t �► l ).ane Group EBL EBT EBR WBL WRT 4`!�R NBL NBT NBR SBL SB _7 $139 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 27.0 53.0 53.0 21.0 47.0 28.0 52.0 52.0 24.0 48.0 Total Split (%) 18.0% 35.3% 35.3% 14-0% 31.3% 18.7% 34,7% 34.7% 16.0% 32.0% Maximum Green (s) 220 48.0 48.0 16.0 42.0 23.0 47.0 47.0 19.0 43.0 Yellow Time (s) 4-0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 U All -Red Time (s) 1-0 1.0 1.0 1.0 1.0 10 1.0 1.0 1,0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3A 3.0 3.0 3.0 3.0 3.0 3-0 Recall Mode None None None None None None Max Max None Max Walk Time (s) 5.0 5-0 5.0 5.0 5-0 5.0 Flash Dont Walk (s) 11.0 110 11.0 11.0 11.0 11-0 Pedestrian Calls (#!hr) 0 0 0 0 0 0 Act Effct Green (s) 22.0 48.7 48.7 153 42.0 20.8 47.0 47.0 18.0 442 Actuated g/C Ratio 0.15 0.33 0.33 0.10 0.28 0.14 0.32 0.32 0.12 0.30 vlc Ratio 1.03 1.08 0.56 0.79 1.01 0.81 0.49 0.50 0.86 0.82 Control Delay 125.7 94-6 20.0 81.9 78.2 75.8 43.3 12.1 97.1 52.1 Queue Delay 0.0 00 0.0 0.0 0.0 0.0 0,0 0.2 0.0 0.0 Total Delay 125.7 94.6 20.0 81.9 782 75.8 43-3 12.3 97.1 52.1 LOS F F B F E E D B F D Approach Delay 86.7 788 45.0 57.9 Approach LOS F E D E ntersection Summa Area Type: Other Cycle Length-. 150 Actuated Cycle Length: 149 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.08 Intersection Signal Delay- 71.0 Intersection LOS: E Intersection Capacity Utilization 89.0% ICU Level of Service E Analysis Period (min)15 lits and Phases: 6: S Main St 8 W Del Amo BlvdlE Del Amo Blvd N. 05 I■ 06 I'Pp7 1 0 8 I Carson IDIF 12:00 pm 915!2018 Future PM Plus Proiecl W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 478 of 570 Synchro 8 Report Page 10 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 1!3/2019 EE ne droup. EBL EBT EBR WBL 'NBT WBR NBL NBT NSR Sl3L SBT S8 Lane Configurations tt ? 1) 0 )) ttt r tt � Volume (vph) 459 1060 410 301 739 147 232 1330 233 347 1049 601 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 160 160 195 195 180 310 100 0 Storage Lanes 2 0 0 0 2 1 2 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.95 0.97 0.91 1.00 0.97 0.95 1.00 Frt 0.850 0.975 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat) 3433 3539 1583 3433 3451 0 3433 5085 1583 3433 3539 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 3433 3539 1583 3433 3451 0 3433 5085 1583 3433 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 155 15 215 272 Link Speed (mph) 45 45 35 35 Link Distance (ft) 3009 3520 2946 3936 Travel Time (s) 45.6 53.3 57.4 76.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 499 1152 446 327 803 160 252 1446 253 377 1140 653 Shared Lane Traffic (%) Lane Group Flow (vph) 499 1152 446 327 963 0 252 1446 253 377 1140 653 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.D0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 OA 0.0 0.0 0.0 OA 0.0 Detector 2 Posiflon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 2 6 Detector Phase 7 4 4 3 8 5 2 2 1 6 6 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 13 RESOLUTION NO. 19-068 (Exhibit A) Page 479 of 570 Lanes, Volumes, Timings 8: S Avalon Blvd & E Del Amo Blvd 113/2019 ane Grnu CBL EBT RSR 4WBL WST 4W8R NBL NBT URP S81 SWT WA Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 40 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 21.0 21.0 9.0 21.0 9.0 21.0 21.0 9.0 210 21.0 Total Split (s) 25.0 49,0 49.0 18.0 42.0 150 540 54.0 29.0 68.0 68.0 Total Split (%) 167% 32.7% 323% 12.0% 28,0% 10.00 360% 36.0% 19.3% 45,3% 453% Maximum Green (s) 20.0 44.0 44.0 13.0 37,0 10.0 49.0 49.0 24.0 63,0 63.0 Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 4,0 4,0 4.0 4-0 4.0 All -Red Time (s) 10 1.0 1.0 1.0 1.0 10 1.0 1.0 1.0 1-0 1.0 Lost Time Adjust (s) 0-0 0.0 0.0 0.0 0,0 0-0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 5-0 5.0 LeadlLag Lead Lag Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max Max None Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 110 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 20.0 44.0 440 13.0 37.0 10.0 52.0 52.0 210 63.0 630 Actuated g/C Ratio 0.13 0.29 0.29 0.09 0.25 0.07 0.35 0.35 0.14 0.42 0.42 vlc Ratio 1.09 1.11 0.78 1.10 1.12 1.11 0.82 0.37 0.78 0.77 0.79 Control Delay 127,9 111.3 41-6 142.8 118.0 152,2 49.9 89 74.1 41.5 29.6 Queue Delay 0.0 0.0 0.0 0.0 00 0.0 0.0 0-0 0.0 0.0 00 Total Delay 127.9 111.3 416 142,8 118.0 152.2 49,9 89 74.1 41.5 296 LOS F F D F F F D A E D C Approach Delay 100.4 124.3 57.8 43.6 Approach LOS F F E D Intersection Summary Area Type: Other _ Cycle Length- 150 Actuated Cycle Length: 150_ - Natural Cycle: 100 --���__----_-�- --- - -_--- - _ Control Type; Actuated -Uncoordinated Maximum vlc Ratio: 1.12 Intersection Signal Delay 77 0 Intersection LOS; E Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Penod (min)15 Carson IDIF 12:00 pm 9/512018 Future PM Plus Project W.G. Zimmerman Engineering, Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 480 of 570 Synchro 8 Report Page 14 �l Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 113/2019 _J* - k 4% T /10� 1* ♦ -� Carson IDIF 12:00 pm 915/2018 Future PM iglus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 481 of 570 EBR WL 1W WR t EK NST Ni3R _neGroup Lane Configurations I +?T+ +T TT r 0 Volume (vph) 172 734 74 501 403 123 78 1108 478 254 1155 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 16 12 12 16 12 12 16 12 12 16 Storage Length (ft) 225 0 215 0 140 0 150 0 Storage Lanes 1 0 2 0 1 1 2 0 Taper Length (ft) 25 25 25 25 Lane Utii. Factor 1.00 0.91 0.91 0.97 0.95 0.95 1.00 0.95 1.00 0.97 0.95 0.95 Fri 0.986 0.965 0.850 0.986 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 5014 0 3433 3415 0 1770 3539 1794 3433 3490 0 Flt Permitted 0.950 0.950 0.950 0.950 Said. Flow (perm) 1770 5014 0 3433 3415 0 1770 3539 1794 3433 3490 0 Right Tum on Red Yes Yes Yes Yes Said. Flow (RTOR) 12 31 294 10 Link Speed (mph) 35 40 35 35 Link Distance (ft) 4293 2121 702 1397 Travel Time (s) 83.6 36.2 13.7 27.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 187 798 80 545 438 134 85 1204 520 276 1255 134 Shared Lane Traffic (%) Lane Group Flow (vph) 187 878 0 545 572 0 85 1204 520 276 1389 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 12 12 12 12 Two way Left Tum Lane Headway Factor 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 PosiUon(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Tum Type Prot NA Prot NA Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 2 Carson IDIF 12:00 pm 915/2018 Future PM iglus Project Synchro 8 Report W.G. Zimmerman Engineering, Inc. Page 37 RESOLUTION NO. 19-068 (Exhibit A) Page 481 of 570 Lanes, Volumes, Timings 20: S Avalon Blvd & E Carson St 11312019 .ane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT S Detector Phase 7 4 3 8 5 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4-0 4.0 4.0 40 4.0 4.0 4.0 4.0 Minimum Split (s) 9.0 210 9.0 21.0 9.0 21.0 21.0 9.0 21.0 Total Split (s) 17.0 34.0 24.0 41.0 17.0 48.0 48.0 24.0 55.0 Total Split (%) 13.1% 26.2% 18.5% 31.5% 13,1% 36.9% 36.9% 18 5% 42-3% Maximum Green (s) 12.0 29.0 19.0 36.0 12.0 43.0 43.0 19.0 50.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1,0 1.0 1.0 1.0 1.0 1,0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 Recall Mode None None None None None Max Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#Ihr) 0 0 0 0 0 Act Effct Green (s) 12.0 26.9 19.0 33.9 10.3 45.2 45.2 15.3 50-1 Actuated g1C Ratio 0.09 0.21 0.15 0.27 4-08 0.36 0.36 0.12 0.40 v1c Ratio 1.11 082 1.06 0.61 0.59 0.95 0.63 0.67 1.00 Control Delay 154.9 53.8 106.3 41.3 73.3 56-5 18.2 61.6 626 Queue Delay 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 Total Delay 154.9 53.8 106-3 41.3 73.3 565 18.2 61.6 62.6 LOS F D F D E E 8 E E Approach Delay 71.5 73.1 46.3 62,4 Approach LOS E E D E intersection Summary Area Type: Other Cycle Length: 130 Actuated Cycle Length: 126.4, -- Natural Cycle: 90 Control Type: Actuated -Uncoordinated Maximum vlc Ratio: 1.11 Intersection Signal Delay: 61.1 Intersection LOS: E Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min)15 Carson IDIF 12:00 pm 915/2018 Future PM Plus Project W -G_ Zimmerman Engineering. Inc. RESOLUTION NO. 19-068 (Exhibit A) Page 482 of 570 Synchro 8 Report Page 38 CITY OF CARSON Report For. Fiscal Impact Analysis for Citywide Future Development March 2019 Reference Document #4: NBS Fiscal Impact Analysis for Citywide Future Development, March 2019 Prepared by: )NBS' Corporate Headquarters halplr►q oomrnur:ttles 32605 Temecula Parkway, Suite 100 fund tomorrow Temecula, CA 92592 nbsgov.com RESOLUTION NO. 19-068 (Exhibit A) Tolf free: 800.676.7516 Page 483 of 570 TABLE OF CONTENTS Section1 INTRODUCTION....................................................................................................1 S Section2 BACKGROUND......................................................................................................2 AnalysisMethodology... ..........................................................................................................2 Current City Persons Served...................................................................................................3 FutureCity Development.........................................................................................................4 Section3 1 REVENUE ESTIMATE.............................................................................................7 PropertyTax Revenue............................................................................................................7 Property Tax in Lieu of Vehicle License Fee ("VLF") Revenue.................................................8 Documentary Transfer Tax. ...... . .............................................................. ............................... 9 SalesTax Revenue........................................................................................ ......................10 OtherCity Revenue.............................................................................................................13 Future Development Revenue Summary ............................................... ...........................15 Section 4 ( EXPENDITURES ESTIMATE..................................................................................16 City Expenditure per Person Served......................................................................................17 Future Development Expenditure Summary.....................................................................18 Section 5 1 FUTURE DEVELOPMENT FISCAL IMPACT.............................................................19 Future Development Fiscal Impact per Dwelling Unit or Acre .............................................. 19 Section 6 1 FISCAL IMPACT FUNDING OPTIONS....................................................................21 Community Facilities Districts...............................................................................................21 CFD Special Tax Recommendation....................................................................................23 Section 7 1 CFD SERVICES AND SPECIAL TAX RATES.............................................................. 24 Enhanced Park and Sidewalk Services.................................................................24 Enhanced Roadway Services..................................................................................................25 CFDSpecial Tax Rates............................................................................................................. 28 APPENDIX A — INDUSTRIAL ZONE MAP................................................................................. 29 RESOLUTION NO. 19-068 (Exhibit A) Page 484 of 570 LIST OF TABLES Table 1. Current Residential and Employee Population....................................................................................... 3 Table 2. Current Persons Served.......................................................................................................................... 4 Table 3. Future Residential and Employee Population........................................................................................4 Table 4. Future Development Persons Served..................................................................................................... 5 Table 5. Future Residential Dwelling Units........................................................................................................... 6 Table 6. Future Non -Residential Building Square Footage................................................................................... 6 Table 7. Residential Secured Property Tax Revenue............................................................................................ 7 Table 8. Non -Residential Secured Property Tax Revenue....................................................................................8 Table 9. Future Development Secured Property Tax Revenue............................................................................ 8 Table 10. Property Tax in Lieu of VLF Ratio.......................................................................................................... 9 Table 11. Future Development Property Tax in Lieu of VLF Revenue.................................................................. 9 Table 12. Future Development Documentary Transfer Tax...............................................................................10 Table 13. Residential Sales Tax Revenue............................................................................................................11 Table 14. Future Commercial Sales Tax Revenue...............................................................................................12 Table 15. Employee Sales Tax Revenue..............................................................................................................12 Table 16. Allocated Employee Sales Tax Revenue..............................................................................................13 Table 17. Future Development Sales Tax Revenue............................................................................................13 Table18. Other City Revenue.............................................................................................................................14 Table 19. Other City Revenue per Person Served..............................................................................................14 Table 20. Future Development Other City Revenue..........................................................................................15 Table 21. Future Development Total Revenue................................................................................................... 15 Table 22. City Expenditures Summary ................................................................................................................16 Table 23. City Expenditures per Person Served..................................................................................................17 Table 24. Future Development Total Expenditures............................................................................................18 Table 25. Future Development Overall Fiscal Impact.........................................................................................19 Table 26. Residential Fiscal Impact per Dwelling Unit........................................................................................19 Table 27. Commercial and Industrial Fiscal Impact per Acre............................................................................. 20 Table 28. Future Development Fiscal Impact Summary ..................................................................................... 20 Table 29. City Expenditures Allocated to Future Residential Development......................................................22 Table 30. Enhanced Park and Sidewalk Services per Future Person Served ...................................................... 25 Table 31. Future Development Enhanced Park and Sidewalk Services per Dwelling Unit/Acre........................ 25 Table 32. Enhanced Roadway Services Costs .................................................... ............. 26 Table 33. Enhanced Roadway Services per Future Person or Employee........................................................... 26 Table 34. Future Development Enhanced Roadway Services per Dwelling Unit/Acre...................................... 27 Table 35. Additional Enhanced Roadway Services per Industrial Zone.............................................................. 27 Table 36. Proposed CFD Special Tax Rates - Residential Property.................................................................... 28 Table 37. Proposed CFD Special Tax Rates - Non -Residential Property............................................................ 28 RESOLUTION NO. 19-068 (Exhibit A) Page 485 of 570 SECTION 11 INTRODUCTION The City of Carson ("City") is undertaking a comprehensive review of the net fiscal impact that would be placed upon the City based upon the potential future development or redevelopment throughout the City. To summarize, our review of the anticipated revenues, which will be generated from future development, as compared with the additional costs the City will incur to provide recurring public services, future residential development produces an overall negative fiscal impact and future non-residential development produces an overall positive fiscal impact for the City. To off -set the negative fiscal impacts produced from future residential development, the City should explore establishing a funding source to mitigate those negative fiscal impacts. Further, the established funding source could also pay for additional, enhanced levels of service needed from future residential and non-residential development. This fiscal impact report will provide a background of the project, financial information, and recommended actions for the City's consideration. To accomplish this objective, the report includes the following information: Background information. The introductory portion of the report focuses on the City, as well as the public services and operations under review. Existing and future development information is also addressed in this section. Revenues. This section of the report identifies the various revenue sources and the potential recurring revenues produced from future development, given certain reasonable assumptions. (Expenditures. The expenditure section of the report identifies the estimated recurring cost burden placed upon City operations as a result of future development. • Fiscal Impact. Using future development's identified revenues and expenditures, this section of the report identifies the overall fiscal impact to City operations resulting from future development. Fiscal impacts are addressed on a land use basis in both aggregate and using a per unit factor. Depending on the objectives of the analysis, the per unit factor may be on a per person served, per dwelling unit, per parcel, and/or per acre basis. • Recommendations. Finally, the report concludes with a summary of findings and recommendations for the City's consideration. �� City of Carson Fiscal Impact Analysis for C 6100 WOON-1668 (Exhibit A) Page 486 of 570 SECTION 2 1 BACKGROUND New development can provide a significant benefit to a public agency. As part of the overall decision- making process to move forward with a proposed development project, it is important to evaluate the contributions and demands that development will place upon a public agency's general fund. In this particular instance, the City needs to determine and ensure that developing and redeveloping property, throughout the City, pays their fair share of any additional fiscal burdens placed upon the City's operational budget as a result of future development and redevelopment. To determine the potential positive or negative fiscal impacts placed upon the City from the proposed future development or redevelopment, this fiscal impact analysis is designed to quantify the approximate cost of services provided by the City in order to serve the added population. This fiscal impact analysis assumes that future development will impact current City services in a similar manner that existing development within the City impacts those public services. Further, the analysis anticipates that the same level of public services that are currently provided throughout the City will also be provided to future development. Any enhanced level of public services desired or services not currently provided by the City that may be provided to future development is addressed separately in this fiscal analysis. Costs to provide any enhanced levels of service or the inclusion of new services to future development would be in addition to the costs identified in the fiscal impact analysis portion of the report. To determine future development's overall fiscal impact, this fiscal analysis focuses on the estimated recurring revenue produced from future development compared to the increased demands placed upon the City's recurring operational budget. Revenue estimates for this fiscal analysis do not include one-time development impact fees that are paid to offset additional burdens placed upon public infrastructure or economic impacts generated from the construction of future infrastructure. Similarly, the expenditure side of the analysis may exclude certain government transfers or capital allocations directed towards public infrastructure. Analysis Methodology The revenue portion of the fiscal impact analysis focuses on various taxes, fees, and other City revenues. The expenditures portion of the fiscal impact analysis includes general government activities, public safety protection, community development, and other recurring City expenditures. There are several industry -accepted methods for allocating the public agency's revenues and expenditures to future development. This analysis largely focuses on two industry standard approaches: the case study approach and the multiplier approach. Both of the approaches are summarized below. CASE STUDY APPROACH When data used in a fiscal impact analysis is specific to the analysis itself and is not dependent upon industry accepted generalized multipliers such as the number of residents, employees, etc., the case study approach is utilized. The case study approach relies on development -specific data to estimate the fiscal impacts of the proposed development of a project. Data used in the case study approach may include assessed valuations, property turnover rates, residential and employee populations, household incomes, estimated sales, and retail expenditures. QN BS' � City of Carson Fiscal Impact Analysis for cW961CY OON-168 (Exhibit A) Page 487 of 570 MULTIPLIER APPROACH The multiplier approach is used in a fiscal impact analysis when the relationship of the revenues or expenditures generated from the proposed project are difficult to measure. This approach anticipates that certain revenues and expenditures are indicators of future anticipated revenues and expenditures, which can be quantified based upon changes in the number of persons served. To apply this approach, the analysis determines an average revenue or expenditure amount on a per person served basis. Depending on the type of revenue or expenditure, the person served can include a resident, employee, or combination of both. Current City Persons Served In order to best utilize the multiplier approach in the fiscal impact analysis, and to allocate applicable revenues and expenditures, City population information is needed. In this particular instance, the City's existing residential and employee population figures need to be identified. CURRENT RESIDENTIAL AND EMPLOYEE POPULATION Current City population data used in this fiscal impact analysis was obtained from the 2017 Local Profiles Report prepared by the Southern California Association of Governments' ("SCAG Profile Report"). According to the SCAG Profile Report, the City's 2016 total residential population was 93,799 residents and the City's total employee population was 60,804 employees. TABLE 1. CURRENT RESIDENTIAL AND EMPLOYEE POPULATION Current Description Population Current Residential Population 93,799 Current Employee Population 60,804 CURRENT PERSONS SERVED Using the residential and employee population estimates provided above, the total number of persons currently served within the City can be determined. When establishing the total number of persons served within an area, it should be noted that the employee population does not have the same impacts that the residential population has on an agency's public services. While the exact service demand relationship between an employee and a resident is often difficult to measure, a relationship of one-half employee to one resident is common fiscal practice. This 50% employee adjustment suggests that a resident will have twice the demand on a public agency's revenues and services than that of an employee. Applying this 50% adjustment to the City's existing employee population base, the total number of persons served within the City is provided in the table on the following page. 1 Fain ton te: Profile of the City of Carson, Local Profiles Report 2017, Southern California Association of Governments, May 2017. �� City of Carson Fiscal Impact Analysis far Ck96t0I IUiV d01i lib8 (Exhibit A) U SUP iaVge 488 of 570 TABLE 2. CURRENT PERSONS SERVED Residential Population Served Employee Population Served(!) Current Persons Served 93,799 30,402 124,201 (1) Adjusted to reflect 50% of the total employee population of 60,804. Based upon the City's residential population and adjusted employee population, the total number of persons currently served within the City is 124,201 persons. Future City Development The City is located in the central portion of southern Los Angeles County, commonly known as the South Bay region. The City is about ten miles south of downtown Los Angeles and three miles north of the Ports of Los Angeles and Long Beach. While the City is mostly developed, opportunities for development and redevelopment still exist throughout the City. According to the January 2018 Carson 2040 Existing Conditions Report' ("Existing Conditions Report"), the largest land use within the City is designated as industrial. The City's industrial land uses include warehousing, manufacturing, refineries, and storage activities. The next largest land use identified within the City is residential, and there are several residential development projects that are either approved, under construction, or under review. As part of the Existing Conditions Report, many opportunity sites have been identified as having the potential for future land use or intensity changes. These opportunity sites were identified by mapping vacant and underutilized land throughout the City. Underutilized land was identified by using Los Angeles County Assessor's data. Data was reviewed to identify parcels with low assessed value ratios, where the improvement value was compared to the parcel's land value. An assessed value ratio of less than 0.5 indicated a greater potential for future redevelopment. in addition to low assessed value ratios, sites with low building intensity were identified. Low intensity sites are those sites where the ratio of the building floor area to overall site area have a floor area ratio of 0.3 or less. Based on the research, the City identified approximately 1,830 acres of vacant land and underutilized land, and 1,180 acres of development with a low floor area ratio. It should be noted that there are sites that are classified as both underutilized land and low floor area ratios. FUTURE RESIDENTIAL AND EMPLOYEE POPULATION The Southern California Association of Governments estimates that by 2040 the City's total residential population will increase to approximately 107,900 residents and the total employee population will increase to 69,700 employees'. TABLE 3. FUTURE RESIDENTIAL AND EMPLOYEE POPULATION Description Future Population 2040 Estimated Residential Population 107,900 2040 Estimated Employee Population 69,700 2 Footnote: Carson 2040, Existing Conditions Report, Volume 1: Chapters 1-4, Dyett & Bhatia, January 2018. 3 Footnote: Demographics & Growth Forecast Southern California Association of Governments, Draft December 2015. City of Carson Q NBS Fiscal Impact Analysis for Cci�eL fU06019-V6B(ExhibitA) U IVP1aVge 04789 of 570 FUTURE DEVELOPMENT POPULATION CHANGE To allocate and assign certain revenue and cost estimates to future development within the City, the future service population needs to be established. Using the current and future population information from Tables 1 and 3 above, the total number of additional persons served can be calculated. As previously noted, to account for the reduced revenue and service demands of the employee population, a 50% adjustment is applied to the future employee population increase. Comparing current and future population figures and applying the employee adjustment, the total number of persons to be served from future development is quantified in the table below. TABLE 4, FUTURE DEVELOPMENT PERSONS SERVED Description Current Population Future Population Future Development Persons Served Residential Population 93,799 107,900 14,101 Employee Population(1)(2) 60,804 69,700 4,448 Totals 154,603 1 177,600 18,549 (1) Future development persons served represents 50°Y of the 8,896 employee population increase. (2) Per Table 6, employees allocated 75% to industrial development and 25% to commercial development. Future development persons served of 4,448 is allocated at 3,336 employees to industrial development and 1,112 employees to commercial development. Based upon the anticipated future residential and employee population estimates, future development will add 14,101 residents served and 4,448 employees served for a total increase of 18,549 persons served within the City. FUTURE DEVELOPMENT RESIDENTIAL DWELLING UNITS To accommodate the City's estimated population increase, the additional number of residential dwelling units and non-residential building square footage to serve the population increase needs to be quantified. To determine the number of dwelling units needed to serve the future residential population, the average persons per household is applied to the future residential population. Based on future residential opportunities, the City has indicated that approximately 80°1 of future residential development will include residential units, consisting of studio/apartment type units, with approximately 2.00 persons per dwelling unit ("Res —Studio/Apt"). The other 20 of future residential development will include all other residential dwelling units with approximately 3.60 persons per dwelling unit ("Res — All Other"). Given the future residential development plans, the estimated total number of future residential dwelling units are calculated in the following table. 07 ��� City of Carson Fiscal Impact Analysis for C'A)96tftm?FrgloN 8 (Exhibit A) Page 490 of 570 TABLE S. FUTURE RESIDENTIAL DWELLING UNITS Description Res — All Other Res — Studio/Apt Future Residential Population(1) 2,820 11,281 Persons per Dwelling Unit(2) 3.60 2.00 Total Future Residential Dwelling Units 783 5,641 (1) The future population of 14,101 is allocated 20% to Res—All Other and 80% to Res— Studio/Apt. (2) Per City estimates, Based upon the estimated future residential population, the City will need 6,424 additional dwelling units to accommodate future residential growth. FUTURE DEVELOPMENT NON-RESIDENTIAL BUILDING SQUARE FOOTAGE It is estimated that 8,896 employees will be added to the City's existing employee base and additional building square footage will be needed to accommodate the future employee growth. The City's primary non-residential land use is comprised of industrial land uses, and it is anticipated that future non-residential growth will consist mostly of similar industrial land uses. However, the City has indicated that approximately 25% of future non-residential growth will include commercial development. Based on a buildout methodology study prepared for Los Angeles County,' the average median square footage per employee for the retail land use categories within Los Angeles County is approximately 950 square feet per employee and the median square footage per employee for the light industrial land use is approximately 1,000 square feet per employee. Allocating 25% of the future employees to the commercial land use category and 75% of the future employees to the industrial land use category, the total future building square footage can be determined. TABLE 6. FUTURE NON-RESIDENTIAL BUILDING SQUARE FOOTAGE Description Commercial Land Use Industrial Land Use Future Employee Population(1) 2,224 6,672 Average Building Square Footage per Employee 950 1,000 Total Future Non -Residential Building Square Footage 2,112,800 6,672,000 (1) 8,896 employees allocated 25% to commercial and 75% to industrial. Applying the estimated commercial and industrial land use allocation to the future employee population and the average employment density ratios for commercial and industrial land uses, the City will need approximately 8.8 million of non-residential building square feet to accommodate future employee growth within the City. 4 Footnote: Buildout Methodology Final Draft Department of Regional Planning/Placeworks, October Z, 2014. 43N��- City of Carson Fiscal Impact Analysis for ChV61 utWFY6og9e�68 (Exhibit A) U I IVPaIVge 491 of 570 SECTION 3 1 REVENUE ESTIMATE To carry out the goals and objectives of the City -provided services, the City relies on revenue received from a variety of sources. City revenue sources include property tax revenue, property tax in lieu of vehicle license fees, sales tax revenue, revenue from additional taxes, fines, forfeitures, and other revenue sources. To determine the estimated total revenue generated from future development, the case study approach is predominantly used in this analysis. The multiplier approach is used to allocate certain types of revenue to future development when specific data needed to utilize the case study approach is not readily available. Property Tax Revenue Under California law, non-exempt property pays an ad valorem property tax equal to 1% of the assessed value of the property. Any additional voter -approved taxes or assessments will result in a total property tax rate burden that can exceed 1% of the property's assessed value. The property tax revenue received from the 1% ad valorem property tax rate is then allocated to various overlapping public agencies based upon their authorized allocation for each tax rate area ("TRA"). The City is located within several TRAs and per the City's Fiscal Year 2018-2019 Budget, the City receives approximately 6.74% of the 1% ad valorem property tax revenue after shifts to the Education Revenue Augmentation Fund. RESIDENTIAL DEVELOPMENT PROPERTY TAX Using median safes information for the City provided by Trulia.com and the average asking price for multi- family units prepared by LoopNet.com, the total assessed value for future residential development can be quantified. The reports indicated that the approximate value for studio/apartment type residential units is $257,654 and $530,000 for all other residential units. Applying this approximate value per unit information, the estimated value and secured property tax revenue for the future residential development is determined in the table below. TABLE 7. RESIDENTIAL SECURED PROPERTY TAX REVENUE Description Res —All Other Amount Median Sales Price per Dwelling Unit $530,000 Less: Homeowner's Exemption (7,000) Estimated Value per Residential Dwelling Unit $523,000 Number of Residential Dwelling Units(1) 783 Total Residential Estimated Value $409,509,000 1% Ad Valorem Property Tax $4,095,090 City Share of 1% Ad Valorem Property Tax 6.74% Residential Secured Property Tax Revenue $276,009 (1) Previously identified in Table 5. Res — Studio/Apt Amount $257,654 (7,000) $250,654 5,641 $1,413,939,214 $14,139,392 6.74% $952,995 Based on the approximate value for each residential unit type, the future residential development will generate approximately $1,229,000 in total property tax revenue for the City. NBSCity of Carson Fiscal Impact Analysis for Cjci���o�e�i$ Exhibit A) Page 492 of 570 NON-RESIDENTIAL DEVELOPMENT PROPERTY TAX Utilizing the non-residential building square footage calculated in Table 6, the estimated amount of property tax revenue generated from the future non-residential development can be determined. According to information obtained from LoopNet.com, the average Los Angeles County value price of retail development is $285 per building square foot and based on information obtained from CBRE5, the development cost for industrial buildings within the Los Angeles area is approximately $160 per building square foot. Based on this information, the non-residential property tax revenue is calculated in the table below. TABLE 8. NON-RESIDENTIAL SECURED PROPERTY TAX REVENUE Description Commercial Amount Industrial Amount Estimated Value per Building Square Foot $285 $160 Total Non -Residential Building Square Feet(1) 2,112,800 6,672,000 Total Non -Residential Estimated Value $602,148,000 $1,067,520,000 1% Ad Valorem Property Tax $6,021,480 $10,675,200 City Share of 1% Ad Valorem Property Tax 6.74% 6.74% Non -Residential Secured Property Tax Revenue $405,848 $719,508 (1) Previously identified in Table 6. The non-residential portion of the City's future development is estimated to generate approximately $1,125,000 in property tax revenue for the City. In total, the City's future development will generate approximately $3,060,000 in property tax revenue, as shown in the following table. TABLE 9. FUTURE DEVELOPMENT SECURED PROPERTY TAX REVENUE Description Amount Residential Secured Property Tax Revenue $1,229,004 Non -Residential Secured Property Tax Revenue 1,125,356 Secured Property Tax Revenue $2,354,360 Property Tax in Lieu of Vehicle License Fee ("VLF") Revenue Property tax in lieu of VLF is revenue that the City receives in addition to the City's share of property tax revenues. In 2004, the California Legislature permanently reduced the VLF rate from two percent to 0.65% and compensated cities and counties for their revenue loss with a like amount of property taxes, dollar -for - dollar. A public agency's property tax in lieu of VLF revenue allocation changes in proportion to the growth or decline in the gross assessed valuation for that public agency. Therefore, to determine the anticipated amount of property tax in lieu of VLF to be generated from future development, a ratio of the budgeted property tax in lieu of VLF to the City's total secured assessed value is determined. Using information from 5 Footnote: CBREAnalysis Finds that Industrial Rents Support Additional Warehouse Development, CBRE, lune 5, 2018. City of Carson 43 N BS Fiscal Impact Analysis for CW610fW d?19 68 (Exhibit A) Page 493 of 570 the City's Fiscal Year 2018-2019 Budget and the Los Angeles County Auditor's Value Report for Fiscal Year 2018-2019, the estimated property tax in lieu of VLF ratio is calculated below: TABLE 10. PROPERTY TAX IN LIEU OF VLF RATIO Description Amount 2018-2019 Total City Secured Assessed Value $15,145,550,676 2018-2019 Budgeted Property Tax in Lieu of VLF 71873,445 Property Tax in Lieu of VLF Ratio 0.052% This property tax in lieu of VLF ratio can then be applied to the estimated values for residential and non- residential development presented in Tables 7 and 8 above to determine the amount of potential property tax in lieu of VLF generated from future development. Based on the total estimated value, future development will generate approximately $1,816,000 in property tax in lieu of VLF revenue as shown below. TABLE 11. FUTURE DEVELOPMENT PROPERTY TAX IN LIEU OF VLF REVENUE Description Res —All Other Amount Res — Studio/Apt Amount Commercial Amount Industrial Amount Estimated Value $409,509,000 $1,413,939,214 $602,148,000 $1,067,520,000 Property Tax in Lieu of VLF Ratio 0.052% 0.052% 0.052% 0.052% Property Tax in Lieu of VLF Revenue $212,945 $735,248 $313,117 $555,110 Documentary Transfer Tax When property is sold, a documentary transfer tax is charged. The documentary transfer tax is charged at a rate of $1.10 per $1,000 of assessed value. This transfer tax is then split between the City and Los Angeles County. To determine the annual documentary transfer tax, the estimated property turnover rate must be considered. This analysis assumes that residential property will turnover approximately every 13 years6, which results in an annual turnover rate of about 8%. Non-residential land uses typically have minimal ownership turnover. However, to consider the potential for non-residential land use turnover, a conservative estimate of once every 20 years, or an annual turnover rate of 5%, is applied in this analysis. Based upon the estimated value of future development and the estimated annual turnover rates, the City's share of the documentary transfer tax is calculated in the table below. "Al 6 Footnote: Latest Calculations Show Average Buyer Expected to Stay in a Home 13 Years, Economic and HousingPoky, January 3, 2013. �� city of Carson Fiscal Impact Analysis for CWy961VUWWoNe66B (Exhibit A) Page 494 of 570 TABLE 12. FUTURE DEVELOPMENT DOCUMENTARY TRANSFER TAX (1) The $1.10 tax rate is split $0.55 to Los Angeles County and $0.55 to the City. The documentary transfer tax will generate approximate $126,000 in revenue from future development. Sales Tax Revenue The base sales tax rate in California is 7.25%. Revenue generated from the base sale tax is then allocated to certain state and local jurisdictions, with the City receiving 1% of the base sales tax rate. As a result of voter - approved measures, the actual sales tax rate levied in the City is 9.50%. However, the incremental sales tax rate over the 7.25% base sales tax rate is collected and remitted to the County to be used for certain governmental purposes. RESIDENTIAL DEVELOPMENT SALES TAX To determine the amount of potential sales tax revenue to be generated from the future residential population, the household income needs to be identified. Based on information obtained from the U.S. Census Bureau's American Community Survey', the household income for 4 -person households in the City is $98,926 and the household income for 2 -person households in the City is $67,011. Prorating the 4 -person household income information by the number of persons per dwelling unit for the Res — All Other residential category, the estimated household income for Res —All Other units is $89,033 (based on 3.6 persons per dwelling unit. In addition, information from the State Board of Equalization noted that the approximate household spending for California taxable goods was 29.5%e of household income. Applying this household spending percentage to the future residential development, the total amount of potential sales tax revenue generated from future residential development can be calculated. However, it should be noted that 100% of the taxable sales will not occur within the City. A portion of a household's taxable sales will occur at establishments that are located outside of the City's limits. To determine the approximate amount sale tax revenue that the City may receive from the future residential population, the City has indicated that approximately 2/3rds of taxable sales will occur outside of the City. Therefore, only 33% of future taxable sales per household are anticipated to occur within the City. 7 Footnote: U.S. Census Bureau, 2013-1017 American Community Survey 5 -Year Estimates. 8 Footnote: State Board of Equalization, Economic Perspective, Discussion of Recent Economic Developments, December 2016. QN BS' � City of Carson Fiscal Impact Analysis for CW61WW�r filOMU9g (Exhibit A) 10 Page 495 of 570 Res —All Other Res—Studio/Apt Commercial Industrial Description Amount Amount Amount Amount Total Estimated Value $409,509,000 $1,413,939,214 $602,148,000 $1,067,520,000 Estimated Annual Turnover Rate 8% 8% 5% 5% Annual Turnover Estimated Value $32,760,720 $113,115,137 $30,107,400 $53,376,000 Annual Turnover Estimated Value $32,761 $113,115 $30,107 $53,376 /$1,000 Documentary Transfer Tax Rate $0.55 $0.55 $0.55 $0.55 per $1,000(1) Documentary Transfer Tax Revenue $18,019 $62,213 $16,559 $29,357 (1) The $1.10 tax rate is split $0.55 to Los Angeles County and $0.55 to the City. The documentary transfer tax will generate approximate $126,000 in revenue from future development. Sales Tax Revenue The base sales tax rate in California is 7.25%. Revenue generated from the base sale tax is then allocated to certain state and local jurisdictions, with the City receiving 1% of the base sales tax rate. As a result of voter - approved measures, the actual sales tax rate levied in the City is 9.50%. However, the incremental sales tax rate over the 7.25% base sales tax rate is collected and remitted to the County to be used for certain governmental purposes. RESIDENTIAL DEVELOPMENT SALES TAX To determine the amount of potential sales tax revenue to be generated from the future residential population, the household income needs to be identified. Based on information obtained from the U.S. Census Bureau's American Community Survey', the household income for 4 -person households in the City is $98,926 and the household income for 2 -person households in the City is $67,011. Prorating the 4 -person household income information by the number of persons per dwelling unit for the Res — All Other residential category, the estimated household income for Res —All Other units is $89,033 (based on 3.6 persons per dwelling unit. In addition, information from the State Board of Equalization noted that the approximate household spending for California taxable goods was 29.5%e of household income. Applying this household spending percentage to the future residential development, the total amount of potential sales tax revenue generated from future residential development can be calculated. However, it should be noted that 100% of the taxable sales will not occur within the City. A portion of a household's taxable sales will occur at establishments that are located outside of the City's limits. To determine the approximate amount sale tax revenue that the City may receive from the future residential population, the City has indicated that approximately 2/3rds of taxable sales will occur outside of the City. Therefore, only 33% of future taxable sales per household are anticipated to occur within the City. 7 Footnote: U.S. Census Bureau, 2013-1017 American Community Survey 5 -Year Estimates. 8 Footnote: State Board of Equalization, Economic Perspective, Discussion of Recent Economic Developments, December 2016. QN BS' � City of Carson Fiscal Impact Analysis for CW61WW�r filOMU9g (Exhibit A) 10 Page 495 of 570 TABLE 13. RESIDENTIAL SALES TAX REVENUE Description Res —All Other Amount Res — Studio/Apt Amount Estimated Household Income $89,033 $67,011 % of Household Income Spent on Taxable Goods 29.5% 29.5% Taxable Sales per Household $26,265 $19,768 Number of Future Households 783 5,641 Estimated % of Taxable Sales within City(1) 33% 33% Residential Taxable Sales within City $6,786,613 $36,798,725 City Sales Tax 1% 1% Residential Sales Tax Revenue $67,866 $367,987 (1) Estimated; subject to change. The residential population from future development will generate almost $436,000 in sales tax revenue for the City. NON-RESIDENTIAL DEVELOPMENT SALES TAX REVENUE The non-residential portion of future development will generate sales tax revenue from the taxable sales of the commercial development and the discretionary spending of the employees. It is anticipated that no retail activity is to occur upon the industrial land uses, therefore, there is no sales tax revenue anticipated from the industrial land use business operations. To best estimate the potential sales tax revenue from future commercial development, an estimated $325 taxable sales per square foot9 is considered. The City has indicated that a portion of sales tax revenue from a significant future commercial development will be reinvested and the City will receive approximately half of the sales tax revenue. Specifically, new commercial development will primarily be concentrated to the 157 acre site owned by the Carson Reclamation Authority for the Fashion Outlet of Los Angeles project. Half of the sales tax revenue generated from this project will be reinvested into the development of the project. It is important to note that not all of the taxable sales generated from future development will be new taxable sales for the City. There will be a portion of future commercial development's taxable sales that will shift from a City's existing place of business to a future development's place of business. This shift in taxable sales from one of place of business to another place of business will not provide an overall increase in sales tax revenue from future development. Therefore, to account for the potential reinvestment of sales tax revenue into future commercial development and shifts in taxable sales from one point of sale to another point of sale within the City, an estimated 75% reduction to sales tax revenue generated from future commercial development has been applied. Applying this information to the taxable sales per square foot, the estimated sales tax revenue from future commercial development can be determined. Further, a portion of the commercial sales tax revenue will occur from the future residential and employee population. The sales generated from future residential and employee populations have been quantified separately in this analysis. 9 Footnote., Measuring Up Retail Benchmarking Survey, PwC Consulting, 2013 ��� City of Carson Fiscal Impact Analysis for CW611J1ffWFYd01W1'68 (Exhibit A) 11 Page 496 of 570 TABLE 14. FUTURE COMMERCIAL SALES TAX REVENUE Commercial Amount Estimated Taxable Sales per Square Foot $325 Future Commercial Building Square Footage 2,112,800 Commercial Taxable Sales $686,660,000 Commercial Sales Tax Revenue(l) $6,866,600 Sales Tax Revenue Reduction(2) 75% Commercial Sales Tax Revenue $1,716,650 (1) Commercial taxable sales multiplied by 1%. (2) Estimated; subject to change. Reflects the reduction in sales tax revenue as a result of the shifts in taxable sales from one point of sale to another point of sale within the City and committed reinvestment of sales tax revenue into the 157 Acre Carson Reclamation Authority site for the Fashion Outlet Los Angeles project. Future residential and employee population sales tax revenue calculated separately from this analysis. The International Council of Shopping Centers conducted a national survey" that evaluated the average spending habits of the workforce. The survey determined that the average employee within an urban market spends about $5,780 per year on restaurants, goods and services, and personal care. This annual spending amount includes both taxable and non-taxable purchases. While personal spending habits are unique to each individual, this analysis assumes that approximately 50% of the employees annual spending will be on taxable purchases that will occur near their place of employment. Using this information, the estimated sales tax revenue generated from the future employee population is calculated in the table below. TABLE 15. EMPLOYEE SALES TAX REVENUE Description Amount Average Annual Taxable Spending per Employee $5,780 Number of Future Employees 8,896 Estimated % of Taxable Sales within City(l) 50% Total Employee Taxable Sales within City $25,709,440 City Sales Tax 1% Employee Sales Tax Revenue $257,095 (1) Estimated; subject to change. Employees from future non-residential development will generate approximately $257,000, or $28.90 per employee, in sales tax revenue for the City. As previously noted in Table 6, an estimated 6,672 employees are allocated to industrial development and 2,224 employees are allocated to commercial development. Using these population figures, the employee sales tax revenue is allocated to each non-residential land use category below. 10 Footnote: International Council of Shopping Centers, Office -Worker Retail Spending in a Digital Age, 2012. City of Carson Q N BS Fiscal Impact Analysis for C0i 6101cWFY6029-1668 (Exhibit A) 12 Page 497 of 570 TABLE 16. ALLOCATED EMPLOYEE SALES TAX REVENUE Description Commercial Amount Industrial Amount Number of Future Employees 2,224 6,672 Employee Sales Tax Revenue per Employee $28.90 $28.90 Employee Sales Tax Revenue $64,274 $192,821 SALES TAX REVENUE SUMMARY The total sales tax revenue generated from future development is approximately $2,410,000. The sales tax revenue amounts allocated to residential and non-residential future development are provided in the table below. TABLE 17. FUTURE DEVELOPMENT SALES TAX REVENUE Description Amount Residential Sales Tax Revenue $435,853 Commercial Sales Tax Revenue(1) 1,780,924 Industrial Sales Tax Revenue 192,821 Future Development Sales Tax Revenue $2,409,598 (1) Includes $1,716,650 commercial development sales tax revenue and $64,274 employee sales tax revenue. Other City Revenue The City also receives revenue from sources that were not previously quantified via the case study approach above. Other City revenues include additional taxes, fees, fines, penalties, property rentals, charges for services, and other revenues. For purposes of this fiscal impact analysis, revenues that are not allocated to future development include one-time building permits and planning fees, as well as taxes paid by specific entities such as the oil industry tax. Further, the City budgets approximately $7,000,000 for the Utility Users Tax and this revenue would typically be considered in the calculation. However, the Utility Users Tax is set to expire on June 30, 2023 and is, therefore, excluded from the calculation. Additionally, the City also has temporary revenues from the Redevelopment Property Tax Trust Fund ("RPTTF") as part of the redevelopment dissolution process. The RPTTF funds are temporary and will eventually be eliminated, and are, therefore, also excluded from the calculation. Using general fund revenue information from the City's Fiscal Year 2018-2019 Budget, the table below presents the other City revenues to be allocated to future development. �� City of Carson Fiscal Impact Analysis tar CWYT61 I MWFYd0YWVb8 (Exhibit A) 13 Page 498 of 570 TABLE 18. OTHER CITY REVENUE Description City's 2018-2019 Budget Amount Business Tax $2,930,000 Other Licenses and Permits 908,250 Fines and Forfeitures 2,485,800 Franchise Fees 9,948,750 Use of Money and Property 2,411.,820 Motor Vehicle License Fees 40,000 Charges for Services 3,562,800 Other Revenue 3,218,500 Total Other City Revenue $25,505,920 The overall impact that future development will have on the other City revenue sources is based upon the assumption that the current per capita revenue amounts will serve as the best indicator of the future per capita revenue amounts. Therefore, to best allocate these other City revenues to future development, the multiplier approach is utilized. Table 2 previously identified that the total numbers of persons currently served within the City is 124,201, of which the number of residents served is 93,799 and the number of employees served is 30,402. Using the number of persons served, the amount of other City revenue per person can be determined. The total other City revenue amounts, the total number of persons served, and the amount per person served are presented in the table below. TABLE 19. OTHER CITY REVENUE PER PERSON SERVED Description City's 2018-2019 Budget Amount Persons Served Amount per Person Served Business Tax $2,930,000 30,402(1) $96.38 Other Licenses and Permits 908,250 124,201 7.31 Fines and Forfeitures 2,485,800 124,201 20.01 Franchise Fees 9,948,750 124,201 80.10 Use of Money and Property 2,411,820 124,201 19.42 Motor Vehicle License Fees 40,000 124,201 0.32 Charges for Services 3,562,800 124,201 28.69 Other Revenue 3,218,500 124,201 25.91 Totals $25505,920 $278.14 (1) Based upon employees served only. Since the City's business tax revenue is allocated to only the employees served, the total other City revenue amount allocated to each resident served is $181.76 and the total other City revenue amount allocated to each employee served is $278.14. In order to determine the amount of other City revenue allocated to future development, the other City revenue amount per person is multiplied by the number of future ���� City of Carson Fiscal Impact Analysis for CW}961MMWOMIY68 (Exhibit A) Z4 Page 499 of 570 persons served. As previously determined in Table 4, the total future development persons served is 18,549, which results in a total other City revenue amount of approximately $3,800,000 as shown in the table below. TABLE 20. FUTURE DEVELOPMENT OTHER CITY REVENUE Future Development Revenue Summary The City's future development will generate revenue from several different sources that will enable the City to provide certain recurring City services. A portion of the anticipated future revenue was calculated based upon the case study approach and the remaining other City revenue was allocated to future development using the multiplier approach. A summary of the estimated City revenue generated from future development is presented in the table below. TABLE 21. FUTURE DEVELOPMENT TOTAL REVENUE Description Res — All Other Res — Studio/Apt Commercial Industrial Description Amount Amount Amount Amount Other City Revenue per Person Served $181.76 $181.76 $278.14 $278.14 Future Development Persons Served 2,820 11,281 1,112 3,336 Total Future Development Other City $512,563 $2,050,435 $309,292 $927,875 Revenue 512,563 2,050,435 309,292 927,875 Future Development Revenue Summary The City's future development will generate revenue from several different sources that will enable the City to provide certain recurring City services. A portion of the anticipated future revenue was calculated based upon the case study approach and the remaining other City revenue was allocated to future development using the multiplier approach. A summary of the estimated City revenue generated from future development is presented in the table below. TABLE 21. FUTURE DEVELOPMENT TOTAL REVENUE Description Res — All Other Total Revenue Amount Res—Studio/Apt Total Revenue Amount Commercial Total Revenue Amount Industrial Total Revenue Amount Secured Property Tax Revenue $276,009 $952,995 $405,848 $719,508 Property Tax In Lieu of VLF Revenue 212,945 735,248 313,117 555,110 Documentary Transfer Tax Revenue 18,019 62,213 16,559 29,357 Sales Tax Revenue 67,866 367,987 1,780,924 192,821 Other City Revenue 512,563 2,050,435 309,292 927,875 Total Future Development Revenue $1,087,402 $4,168,878 $2,825,740 $2,424,671 The City's future development is anticipated to generate approximately $10,507,000 in revenue to support recurring City operations - City City of Carson Fiscal Impact Analysis for C Aft6itbf IL11V IV6a1y Vb8 (Exhibit A) is Page 500 of 570 in SECTION 4 1 EXPENDITURES ESTIMATE The future development revenue identified in Section 3 of this report is intended to pay for recurring expenditures related to general City services. City General Fund expenditures that are not considered in this analysis include costs associated with infrastructure improvements, special fund expenditures, governmental transfers, and expenses supported by one-time development fees. For purposes of determining the overall fiscal impact of future development, the City expenditures allocated to future development are based upon amounts presented in the City's Fiscal Year 2018-2019 Budget. Future development within the City will add several residents and employees to the City's existing population base. This residential and employee population increase will place additional demands on already existing services provided by the City. In order to account for the increased costs associated with the additional demand, City expenditures are allocated to future development using the multiplier approach. However, the increased impacts from future development will not necessarily result in a direct 1:1 relationship increase in City expenditures (i.e., there are some "step" functions). Some of the City's expenditures are fixed amounts or will have only minimal increases, regardless of the population served. Therefore, to account for a relationship that is less than 1:1, the City expenditures have been adjusted to reflect a conservative impact in expenditures as a result of future development. It should be recognized that the City expenditure adjustments are only estimates based upon industry averages and the nature of the future development. The original City's Fiscal Year 2018-2019 Budget amount, the demand adjustment percentage, and the adjusted City's f=iscal Year 2018-2019 Budget amount are presented below. TABLE 22. CITY EXPENDITURES SUMMARY Description City's 2018-2019 Budget Amount Demand Adjustment Percentage(1) Adjusted City's 2018-2019 Budget Amount City Council $927,549 75% $695,662 Legal 2,920,000 75% 2,190,000 City Clerk 1,112,767 75% 834,576 City Treasurer 788,874 75% 591,656 City Manager 4,351,107 75% 3,263,331 Public Safety 24,071,329 100% 24,071,329 Finance 4,085,693 75% 3,064,270 HR and Risk Management 2,597,877 75% 1,948,408 Community Development 7,496,259 75% 5,622,195 Public Works 16,444,543 75% 12,333,408 Community Services 13,234,510 75% 9,925,883 Non-Departmental(2) 10,769,305 100% 10,769,305 Totals $88,799,813 $75,310,023 (1) Estimated; subject to change. (2) Reflects retirement benefits. BS' City of Carson Fiscal Impact Analysis for CWd6tVW ff601V-%8 (Exhibit A) is Page 501 of 570 After adjusting the expenditures from the City's Fiscal Year 2018-2019 Budget to account for estimated costs that are less than a 1:1 relationship in costs per person served, the adjusted City's Fiscal Year 2018- 2019 Budget amount to be allocated to future development is approximately $75,310,000_ City Expenditure per Person Served Each City expenditure category is reviewed to determine whether the expenditure category is intended to serve both the residential and employee population, the residential population only, or the employee population only. As previously noted in Table 2, the total number of persons served in the City is 124,201 and the number of residents served within the City is 93,799. Utilizing the multiplier approach, the number of persons served within each City expenditure category is applied to the corresponding adjusted expenditure line item to determine the allocable expenditure per person. The table below provides the expenditure per person for each of the categories. TABLE 23. CITY EXPENDITURES PER PERSON SERVED Description Adjusted City's 2018-2019 Budget Amount(1) Persons Served Adjusted City's 2018 - 2019 Budget Amount per Person Served City Council $695,662 124,201 $5.60 Legal 2,190,000 124,201 17.63 City Clerk 834,576 124,201 6.72 City Treasurer 591,656 124,201 4.76 City Manager 3,263,331 124,201 26.27 Public Safety 24,071,329 124,201 193.81 Finance 3,064,270 124,201 24.67 HR and Risk Management 1,948,408 124,201 15.69 Community Development 5,622,195 124,201 45.27 Public Works 12,333,408 124,201 99.30 Community Services 9,925,883 109,000(2) 91.06 Non -Departmental 10,769,305 124,201 1 86.71 Total per Person Served $75,310,023 $617.49 (1) Established in Table 22. (2) Employees served has been adjusted to 25% of total employee population to reflect the employee's use of the City's community services. Total employees served for community services is 15,201. Given the additional demands that the increased population from future development will place upon existing City services, the adjusted City expenditures per resident served is $617.49. Community services are intended to primarily serve the residential population, however, there are benefits and use by employees of the City's community services. To account for the employee's limited use of the City's community services, the employee population has been adjusted to 25%. Applying this additional adjustment for community services, the adjusted City expenditures per employee served is $571.96. BS' � City of Carson Fiscal Impact Analysis for C0} 6iV FY6oi -1668 (Exhibit A) 17 Page 502 of 570 Future Development Expenditure Summary In order to determine the total amount of City expenditures allocated to future development, the total expenditures per person served is multiplied by the estimated future residential and employee persons served. As previously calculated in Table 4, the total future development population served is 18,549. Applying the total City expenditures per person served amount of $617.49 per resident and $571.96 per employee to the total persons served, the allocated impact of future development's population to the City's expenditures is approximately $11,251,000, as shown in the table below. TABLE 24. FUTURE DEVELOPMENT TOTAL EXPENDITURES Description Res — All Other Amount Res—Studio/Apt Amount Commercial Amount Industrial Amount City Expenditures per Person Served $617.49 $617.49 $571.96 $571.96 Future Development Persons Served 2,820 11,281 1,112 3,336 Total Future Development Expenditures $1,741,322 $6,965,905 $636,020 $1,908,059 Q N BS City of Carson Fiscal Impact Analysis for CI 610 I lUN lr 6ON ub8 (Exhibit A) is Page 503 of 570 SECTION 5 1 FUTURE DEVELOPMENT FISCAL IMPACT Based on the City's future development estimated revenue determined in Table 21 and the future development's allocated expenditures presented in Table 24, future residential development will result in an overall negative fiscal impact and non-residential development will result in an overall positive fiscal impact for the City. The table below sets forth the total anticipated fiscal impact and fiscal impact per person served for both future residential and non-residential land uses. TABLE 25. FUTURE DEVELOPMENT OVERALL FISCAL IMPACT Future Development Fiscal Impact per Dwelling Unit or Acre To better understand the overall future development fiscal impact, the fiscal impact per person amount identified in Table 25, is quantified on a per dwelling unit rate basis for residential property and on a per acre rate basis for non-residential property. RESIDENTIAL FISCAL IMPACT PER DWELLING UNIT As previously noted in Table 5, the average number of persons per Res — All Other dwelling unit is 3.60 persons and the average number of person per Res — Studio/Apt dwelling unit is 2.00 persons, Applying the residential negative fiscal impact per resident of $231.89 per Res — All Other person and $247.95 per Res — Studio/Apt person to the persons per dwelling unit for each residential land use, the negative fiscal impact per dwelling unit is established in the table below. TABLE 26. RESIDENTIAL FISCAL IMPACT PER DWELLING UNIT Description Res — All Other Res — Studio/Apt Commercial industrial Description Amount Amount Amount Amount Total Future Development Revenue $1,087,402 $4,168,878 $2,825,740 $2,424,671 Total Future Development Expenditures 1,741,322 6,965,905 636,020 1,908,059 Future Development Positive / ($653,920) ($2,797,027) $2,189,720 $516,612 (Negative) Fiscal Impact Future Development Persons Served 2,820 11,281 1,112 3,336 Future Development Positive / (Negative) Fiscal Impact per Person ($231.89) ($247.95) $1,969.18 $154.86 Served Future Development Fiscal Impact per Dwelling Unit or Acre To better understand the overall future development fiscal impact, the fiscal impact per person amount identified in Table 25, is quantified on a per dwelling unit rate basis for residential property and on a per acre rate basis for non-residential property. RESIDENTIAL FISCAL IMPACT PER DWELLING UNIT As previously noted in Table 5, the average number of persons per Res — All Other dwelling unit is 3.60 persons and the average number of person per Res — Studio/Apt dwelling unit is 2.00 persons, Applying the residential negative fiscal impact per resident of $231.89 per Res — All Other person and $247.95 per Res — Studio/Apt person to the persons per dwelling unit for each residential land use, the negative fiscal impact per dwelling unit is established in the table below. TABLE 26. RESIDENTIAL FISCAL IMPACT PER DWELLING UNIT Description Res — All Other Amount Res — Studio/Apt Amount Persons per Residential Dwelling Unit 3.60 2.00 Negative Fiscal Impact per Resident ($231.89) ($247.95) CFD Special Tax Rate per Residential Dwelling Unit ($834.80) ($495.90] The overall negative fiscal impact for future residential property is $834,80 per Res — All Other dwelling unit and $495.90 per Res — Studio/Apt dwelling unit. y of son 1� N BS Fiscal Imps t Analysis for CW}96aEFu�WFYd00-66s (Exhibit A) 1 U I Page ev504 of 5b70 NON-RESIDENTIAL FISCAL IMPACT PER ACRE In order to establish future non-residential development's overall fiscal impact on an acreage basis, the acreage building densities need to be considered. The City's General Plan notes that the average floor area ratio expected at build out for commercial land uses is approximately 0.32 and for light industrial land uses is approximately 0.42. Using these floor area ratios and the estimated building square footage per employee, the number of employees per acre for each non-residential land use can be identified. Applying the approximate number of employees per acre for each non-residential land use to the calculated fiscal impacts per employee, the commercial and industrial overall fiscal impact per acre can be calculated. TABLE 27. COMMERCIAL AND INDUSTRIAL FISCAL IMPACT PER ACRE Description Commercial Amount Industrial Amount Square Feet per Acre 43,560 43,560 Floor Area Ratio 0.32 0.42 Estimated Building Square Feet per Acre 13,939 18,295 Estimated Employees perAcre(1) 14.70 18.30 Employees Served per Acre(2) 7.4 9.2 Positive Fiscal Impact per Employee Served $1,969.18 $154.86 Positive Fiscal Impact per Acre $14,571.93 $1,424.71 (1) Estimated building square feet per acre divided by the estimated commercial building square feet (950) per employee and the estimated industrial building square feet (1,000) per employee identified in Table 6. (2) Adjusted by 50% to reflect the numbers of employees served per acre. The overall positive fiscal impact for future commercial property is $14,571.93 per acre and the overall fiscal impact for future industrial property is $1,424.71 per acre. FUTURE DEVELOPMENT FISCAL IMPACT SUMMARY The table below summarizes the overall fiscal impact for future development within the City. TABLE 28. FUTURE DEVELOPMENT FISCAL IMPACT SUMMARY Description Res — All Other Dwelling Unit Res — Studio/Apt Dwelling Unit Commercial Acre Industrial Acre Positive / (Negative) Fiscal Impact ($834.80) ($495.90) $14,571.93 $1,424.71 Since the estimated future residential development produces an overall negative fiscal impact, the City should consider the establishment of a Special Financing District (SFD) to mitigate the negative fiscal impacts created from the residential development. Further, any enhanced levels of service or newly provided services to future development can also be funded via the SFD. Alternatives for the City's consideration are presented in Section 6 of this report. Q N BS' City of Carson Fiscal Impact Analysis for CK961VIiJ1Y FY60NT98 (Exhibit A) 20 Page 505 of 570 SECTION 6 1 FISCAL IMPACT FUNDING OPTIONS To mitigate the overall negative fiscal impact identified in Section 5 of this report, the City should consider the establishment of a SFD, which could include a special tax or a special assessment. Since the City's negative fiscal impact is attributable to the provision of general City services, a special assessment would not be the most appropriate funding option for the City. Special assessments require the identification and separation of general and special benefits. Special benefits can be assessed to property, but all general benefits must be funded by sources other than the special assessments. Therefore, a special assessment would not entirely alleviate the negative fiscal impact created by future residential development. Alternatively, the City could implement a special tax. Community Facilities Districts A Community Facilities District, or CFD and also referred to as a Mello -Roos District, is a type of SFD that is established via the Mello -Roos Community Facilities District Act of 1982 ("1982 Act"). Through the levy and collection of a special tax, CFDs provide funding for authorized public improvements and/or public services. The CFD's Rate and Method of Apportionment includes procedures for identifying and classifying property within the CFD, establishing the initial maximum special tax rates, and the formula for calculating the annual special tax and assigning the special tax to taxable property within the CFD. Since CFDs authorize the levy and collection of a special tax, as opposed to a special assessment, there is no requirement to make a finding of special benefit for the property subject to the special tax. However, the special tax should be based on a benefit received by property, the cost of providing the facilities or services, or some other reasonable basis for assigning the special tax, as determined by the legislative body. In order to establish a CFD, the 1982 Act requires a two-thirds approval of the registered voters, residing within the proposed CFD boundary, voting in the special tax election. If there are less than 12 registered voters within the proposed CFD boundaries, then a landowner special tax election can take place. In the case of a landowner special tax election, a two-thirds approval is still required and each landowner receives one vote per acre or portion of an acre of land owned. It should be noted that if a CFD is approved via a landowner special tax election, the CFD is only authorized to fund additional services. In Building Industry Association of the Bay Area v. City of San Ramon, the California Appellate Court held that a landowner approved CFD can only fund the increase in demand for pre-existing services, so long as the special tax revenue is not available for general government purposes. The additional services funded by the CFD shall not replace services already available and provided within the boundaries of the CFD. Further, special tax revenue generated from the CFD can only be used to fund the authorized public services set forth in the 1982 Act. CFD authorized public services may include, but are not limited to, police, library and the maintenance of parks, roads and open space. A list of recurring City expenditures and the amount allocated to future residential development are presented in the table below. NBSCity of Carson Fiscal Impact Analysis for C ft 8t Jf T1 Rd01W ub8 (Exhibit A) 21 Page 506 of 570 TABLE 29. CITY EXPENDITURES ALLOCATED TO FUTURE RESIDENTIAL DEVELOPMENT Description Total City Expenditure Allocated to Future Residential Development(l) CFD Eligible Expenditure City Council $78,966 No Legal 248,601 No City Clerk 94,759 No City Treasurer 67,121 No City Manager 370,433 No Public Safety 2,732,915 Yes Finance 347,872 No HR and Risk Management 221,245 No Community Development 638,352 Yes(2) Public Works 1,400,229 Yes(2) Community Services 1,284,037 Yes(2) Non -Departmental 1,222,697 No Totals $8,707,227 (1) Adjusted City's 2018-2019 Budget amount per person served identified in Table 23 multiplied by future residential population served of 14,101 identified in Table 4. (2) Subject to further review to exclude any services that are not authorized CFD services. Per Table 25, the total negative fiscal impact for future residential development is $3,450,947. However, the total amount of expenditures allocated to future residential development is $8,707,227. The allocated expenditures include both eligible and ineligible CFD authorized services. Therefore, to mitigate the negative fiscal impact from residential development, the City should establish a CFD to provide funding for CFD authorized public services such as public safety and, to the extent allowed and needed, other departments that provide CFD authorized public services. The remainder of City expenditures allocated to future residential development will be off -set by other general City revenues generated from future residential development. FUTURE DEVELOPMENT SPECIFIC COSTS In addition to using a CFD to mitigate future residential development's negative fiscal impacts, the CFD can also fund authorized CFD services that are intended to provide an enhanced level of service or services that are unique to future development. These services would be in addition to any previously identified negative fiscal impacts placed upon the City in providing the existing level of service. Funding for any enhanced and/or additional recurring public service costs, including repairs and replacements, reserves and administration can be accomplished through a CFD. City of Carson �� N BS- Fiscal Impact Analysis for C0} 61VWFYfil0M%8 (Exhibit A) 22 Page 507 of 570 BENEFITS TO CITY Through the formation of a CFD, the City can establish an ongoing funding source that mitigates the negative fiscal impacts created by future residential development and provides funding for new or enhanced services within the City. The CFD's maximum special tax rate can include an annual escalation factor, to keep pace with changing costs, that is based upon an annual fixed amount or ars escalation factor that is tied to a specific inflation index. Further, the CFD special tax can be established without a sunset IC date so that the CFD special tax can be levied in perpetuity. CFD Special Tax Recommendation In order for the City to continue to provide necessary services to their population base, the City needs to ensure that developing property pays their fair share as a result of any additional fiscal burdens placed upon the City's operational budget due to new development. It has been determined that the future residential development will produce an overall negative fiscal impact of $3,450,947. To mitigate the negative fiscal impact, the City should consider establishing a CFD. The levy and collection of the special tax could generate sufficient revenue to offset the negative residential fiscal impact to the City. Further, the CFD provides the flexibility to generate additional revenue to fund any enhanced or new project specific costs desired by future residential and non-residential development. The CFD's Rate and Method of Apportionment establishes the special tax formula and sets the initial maximum special tart rates. A benefit of the CFD is that it allows for a great deal of flexibility in structuring the special tax formula so that the formula and maximum special tax rates best fit and accomplish specific needs. In this particular case, the CFD special tax rates could be sized to recover the annual negative fiscal impact on residential development, fund enhanced levels of existing service or new services, recover ongoing administrative costs related to the CFD, and be structured to create both a residential special tax rate and non-residential special tax rate. -**)N BS' City of Carson Fiscal Impact Analysis for C *29610f WFY6a1131668 (Exhibit A) 23 Page 508 of 570 SECTION 7 1 CFD SERVICES AND SPECIAL TAX RATES It has been previously determined in Table 25 that future residential development will produce an overall negative fiscal impact of $3,450,947. The City should establish a CFD to fund the negative fiscal impact from future residential development. In addition, the City has identified enhanced and/or new public services needed to serve future development, including park services and roadway services. Currently, there is not a revenue source to provide funding for these services and the annual costs associated with each enhanced service should also be included in the CFD. The two enhanced services are further described below. Enhanced Park and Sidewalk Services In 2016, Los Angeles County prepared a Comprehensive Parks and Recreation Needs Assessment ("Parks Assessment")" to understand the existing conditions and what steps need to be taken to ensure that communities have adequate access to thriving parks and open space. The portion of the assessment that was specific to the City identified several infrastructure priorities for the City to consider. In addition to the priority infrastructure, the Parks Assessment also identified various deferred park maintenance costs to replace park and recreation amenities that are either in poor or fair condition. In order to replace those amenities that are either in poor or fair condition, at same point in the future, the City will need approximately $54,000,000 to fund all of the deferred maintenance identified in the Park Assessment. Further, NCE performed an assessment's of the City's publicly maintained sidewalks, curb and gutters, and curb ramps to identify and evaluate potential tripping hazards and non -ADA compliant sidewalks. In addition to identifying the qualifying sidewalk improvements needed, the assessment also included a cost estimate for the maintenance repairs and/or replacements of the sidewalks, curb and gutters, and curb ramps. The assessment established a cost estimate of approximately $11,500,000 that will be needed to address the tripping hazards and non -ADA compliant sidewalk improvements. To determine the costs associated with future development, the deferred park maintenance and sidewalk improvement cost estimates were apportioned over a period of 20 years. Utilizing the annualized deferred park maintenance costs, sidewalk improvement costs and the total future population served, the annual enhanced park and sidewalk services amount per future person served is calculated in the table below. 11 Footnote. Los Angeles Countywide Comprehensive Parks & Recreation Needs Assessment, Los Angeles County Department of Parks & Recreation, May 3, 1016. 12 Footnote= City of Corson, Citywide Sidewalk Assessment 2017 Update, Final Report, NCE, April 2017. QN BS' � City of Carson Fiscal Impact Analysis for CWTt 61 I lUN l 60 ub8 (Exhibit A) 24 Page 509 of 570 TABLE 30. ENHANCED PARK AND SIDEWALK SERVICES PER FUTURE PERSON SERVED Description Amount Total Deferred Park Maintenance Costs $54,000,000 Total Sidewalk Costs 11,500,000 Total Enhanced Park and Sidewalk Services $65,500,000 Annual Enhanced Park and Sidewalk Services Costs(1) $3,275,000 Total Future Population(2) 125,325 Annual Enhanced Park and Sidewalk Services per Person Served $26.13 (1) Allocated over a period of 20 years. (2) Includes 107,900 residents and 69,700 employees factored at 25% per employee. The amount of annual enhanced park services per resident is $26,13. The City's parks, recreation areas, sidewalk improvements are intended to primarily serve the residential population, however, there is a benefit to employees and it is anticipated that employees will likely use the areas. Therefore, to account for an employee's limited use of the facilities, an employee is weighted at 25% of a resident. Based on this adjustment, the annual enhanced park and sidewalk services per employee is $6.53. Applying these annual enhanced park and sidewalk services costs per person to the future development land uses, the amount per dwelling unit or acre is presented in the table below: TABLE 31. FUTURE DEVELOPMENT ENHANCED PARK AND SIDEWALK SERVICES PER DWELLING UNIT/ACRE For the future development's residential property, the enhanced park services are $94.07 per Res — All Other dwelling unit and $52.26 per Res — Studio/Apt dwelling unit. Future development's enhanced park services are $95.99 per acre for commercial property and $119.50 per acre for industrial property. Enhanced Roadway Services The City has determined that vehicular traffic is producing significant impacts to roadways throughout the City and there is a significant need to provide for the maintenance and repair of these roadways. In addition to the negative impacts created on the roadway system, truck traffic negatively affects traffic and air quality, generates increased noise and vibrations, and increase health impacts upon the community. Currently, the City does not have a long-term funding source to pay for the enhanced level of services and maintenance needed for the roadway impacts created. To provide a long-term funding solution, and have future development fund their proportional share of costs, the enhanced roadway services should be included in the proposed CFD. The annual enhanced roadway services costs are presented in the table below. �� City of Carson Fiscal Impact Analysis for C0�610f R60046$ Exhibit A) 25 Page 510 of 570 Res — All Other Res — Studio/Apt Commercial Industrial Description Amount Amount Amount Amount Enhanced Park and Sidewalk $26.13 $26.13 $6.53 $6.53 Services per Person or Employee Persons per Dwelling Unit or 3.60 2.00 14.70 18.30 Employees per Acre Enhanced Park and Sidewalk $94,07 $52.26 $95.99 $119.50 Services per Dwelling Unit or Acre For the future development's residential property, the enhanced park services are $94.07 per Res — All Other dwelling unit and $52.26 per Res — Studio/Apt dwelling unit. Future development's enhanced park services are $95.99 per acre for commercial property and $119.50 per acre for industrial property. Enhanced Roadway Services The City has determined that vehicular traffic is producing significant impacts to roadways throughout the City and there is a significant need to provide for the maintenance and repair of these roadways. In addition to the negative impacts created on the roadway system, truck traffic negatively affects traffic and air quality, generates increased noise and vibrations, and increase health impacts upon the community. Currently, the City does not have a long-term funding source to pay for the enhanced level of services and maintenance needed for the roadway impacts created. To provide a long-term funding solution, and have future development fund their proportional share of costs, the enhanced roadway services should be included in the proposed CFD. The annual enhanced roadway services costs are presented in the table below. �� City of Carson Fiscal Impact Analysis for C0�610f R60046$ Exhibit A) 25 Page 510 of 570 TABLE 32. ENHANCED ROADWAY SERVICES COSTS Description Total Amount(1) Residential Allocation Commercial Allocation Industrial Allocation Arterial, Collector or Residential(2) $1,000,000 $800,000 $86,000 $114,000 Regular Truck Routes(3) 5,792,437 0 2,490,748 3,301,689 Truck Oriented Routes(4) 1,358,514 0 0 1,358,514 Overweight Truck Routes(4) 849,049 0 0 849,049 Totals: $9,000,000 $800,000 $2,576,748 $5,623,252 (1) Per PMP 2017 CIP Budget Recommendations for Truck Routes. (2) Per City, costs allocated 80% to residential property and 20% to non-residential property. The non-residential portion is allocated 57% to industrial property and 43% to commercial property. (3) Per City, costs allocated 57% to industrial property and 43% to commercial property. (4) Per City, costs allocated to industrial property only. To determine the amount of enhanced roadway services allocated to future development, the enhanced roadway services costs per person needs to be determined. The truck oriented route and overweight truck routes are enhanced roadway services that are allocated to industrial property only, and those enhanced roadway services are addressed later in this analysis. The estimated total future population of 107,900 residents and 69,700 employees are used in the enhanced roadway services analysis. It is anticipated that the future employees within the City will be allocated approximately 50% to commercial property and approximately 50% to industrial property. Based on the future population estimates and the allocation of the future employee population, the enhanced roadway services costs per person or employee are as follows: TABLE 33. ENHANCED ROADWAY SERVICES PER FUTURE PERSON OR EMPLOYEE (1) The industrial allocation excludes the truck oriented routes and overweight truck routes costs that are addressed separately in the analysis. The amount of annual enhanced roadway services costs per resident is $7.41, the costs per commercial employee is $73.94, and the costs per industrial employee is $98.01. Applying these annual enhanced roadway services costs per person or employee to the future development land uses, the amount per dwelling unit or acre is presented in the table below: BS' � City of Carson Fiscal Impact Analysis for C 0�61V IUIV 0801TVb8 (Exhibit A) 26 Page 511 of 570 Residential Commercial Industrial Description Allocation Allocation Allocation Enhanced Roadway Services Costs(1) $800,000 $2,576,748 $3,415,689 Estimated Future Population 107,900 34,850 34,850 Enhanced Roadway Services Costs per $7.41 $73.94 $98.01 Person or Employee (1) The industrial allocation excludes the truck oriented routes and overweight truck routes costs that are addressed separately in the analysis. The amount of annual enhanced roadway services costs per resident is $7.41, the costs per commercial employee is $73.94, and the costs per industrial employee is $98.01. Applying these annual enhanced roadway services costs per person or employee to the future development land uses, the amount per dwelling unit or acre is presented in the table below: BS' � City of Carson Fiscal Impact Analysis for C 0�61V IUIV 0801TVb8 (Exhibit A) 26 Page 511 of 570 TABLE 34. FUTURE DEVELOPMENT ENHANCED ROADWAY SERVICES PER DWELLING UNIT/ACRE For the future development's residential property, the enhanced roadway services costs are $26.68 per Res — All Other dwelling unit and $14.82 per Res — Studio/Apt dwelling unit. Future development's enhanced roadway services costs are $1,086.92 per acre for commercial property and $1,793.58 per acre for industrial property. ENHANCED ROADWAY SERVICES INDUSTRIAL COST ZONES The truck oriented routes and overweight truck routes are intended to primarily serve industrial land uses only. The City has identified two areas as enhanced industrial zones that will be impacted by future development or redevelopment. Zone 1 contains the local truck and truck oriented routes and includes approximately 2,884 acres and 49.69 lane miles. Zone 2 includes the overweight truck routes and includes approximately 787 acres and 8.55 lane miles. Appendix A of this report provides a map that identifies each of these zones within the City. The City estimates that approximately 20% of the Zone 1 and Zone 2 land will either develop or redevelop within the next 20 years. Applying this percentage to each zone, the future development or redevelopment acreage is 576,81 acres for Zone 1 and 157.32 acres for Zone 2, Based on the enhanced roadway costs associated with each zone and the estimated acreage of future development included within each zone, the additional industrial zone nates per acre are calculated in the table below. TABLE 35. ADDITIONAL ENHANCED ROADWAY SERVICES PER INDUSTRIAL ZONE Description Res — All Other Res — Studio/Apt Commercial Industrial Description Amount Amount Amount Amount Enhanced Roadway Services $7.41 $7.41 $73.94 $98.01 Costs per Person or Employee Persons per Dwelling Unit or 3.60 2.00 14.70 18.30 Employees per Acre $26.68 $14.82 Enhanced Roadway Services $1,086.92 $1,793.58 Costs per Dwelling Unit or Acre For the future development's residential property, the enhanced roadway services costs are $26.68 per Res — All Other dwelling unit and $14.82 per Res — Studio/Apt dwelling unit. Future development's enhanced roadway services costs are $1,086.92 per acre for commercial property and $1,793.58 per acre for industrial property. ENHANCED ROADWAY SERVICES INDUSTRIAL COST ZONES The truck oriented routes and overweight truck routes are intended to primarily serve industrial land uses only. The City has identified two areas as enhanced industrial zones that will be impacted by future development or redevelopment. Zone 1 contains the local truck and truck oriented routes and includes approximately 2,884 acres and 49.69 lane miles. Zone 2 includes the overweight truck routes and includes approximately 787 acres and 8.55 lane miles. Appendix A of this report provides a map that identifies each of these zones within the City. The City estimates that approximately 20% of the Zone 1 and Zone 2 land will either develop or redevelop within the next 20 years. Applying this percentage to each zone, the future development or redevelopment acreage is 576,81 acres for Zone 1 and 157.32 acres for Zone 2, Based on the enhanced roadway costs associated with each zone and the estimated acreage of future development included within each zone, the additional industrial zone nates per acre are calculated in the table below. TABLE 35. ADDITIONAL ENHANCED ROADWAY SERVICES PER INDUSTRIAL ZONE Description Zone 1 Zone 2 Additional Enhanced Roadway Services Costs $1,358,514 $849,049 Estimated Development or Redevelopment 576.81 159.46 Acreage(l) $2,355.22 $5,324.46 Additional Enhanced Roadway Services Costs per Acre (1) Assumes 20°Y of the area identified is each zone will developed or redevelop over the next 20 years. Appendix A of this report includes a GIS Map that identifies each zone. Future development's industrial property may be located within one of the additional industrial zones. For the industriat property located within Zone 1, the additional enhanced roadway services costs are $2,355.22 per acre and for industrial property located within Zone 2, the additional enhanced roadway services costs are $5,324.46 per acre. These enhanced roadway services costs are in addition to the enhanced roadways services costs of $1,793.58 per acre for industrial property previously established in Table 34. City of Carson N S Fiscal Impact Analysis for CftWfftP9d0 ''68 (Exhibit Ay 27 Page 512 of 570 CFD Special Tax Rates Based on the overall fiscal impacts created by future development, as well as the enhanced park services and enhanced roadway services previously identified, the proposed CFD special tax rates can be calculated for each land use. TABLE 36. PROPOSED CFD SPECIAL TAX RATES — RESIDENTIAL PROPERTY Description Res- All Other CFD Tax Rate Res — Studio/Apt CFD Tax Rate Overall Fiscal Impact(1) $834.80 $495.90 Enhanced Park and Sidewalk Services 94.07 52.26 Enhanced Roadway Services 26.68 14.82 Enhanced Industrial Zones(2) N/A N/A Total CFD Special Tax Rate per Dwelling Unit: $955.55 $562.98 11) Reflects the negative fiscal impact to be collected from residential property. (2) Allocated to industrial property only. TABLE 37. PROPOSED CFD SPECIAL TAX RATES — NON-RESIDENTIAL PROPERTY (1) Reflects the positive fiscal impact to be credited to commercial property and industrial property. (2) Allocated to industrial property only. The CFD special tax rates presented in Tables 36 and 37, would represent the initial CFD maximum special tax rates to fund the negative fiscal impact for residential property, as well as enhanced services. The City could also increase the initial CFD maximum special tax rates to cover the added costs for administering the CFD, as well as establish any reserves or contingency funds. Further, the CFD would be structured to include a special tax escalation factor, which would allow for an annual increase to the initial CFD maximum special tax rates. While the CFD maximum special tax rates would increase on an annual basis, the City is not required to levy the special tax at the CFD maximum special tax rates each year. In order to meet the CFD annual special tax requirement, authorized services and administrative costs, the City has the flexibility to levy a CFD special tax amount that is less than or equal to the CFD maximum special tax. City of Carson 4Z) N BS Fiscal Impact Analysis for CWWPW96001668 (Exhibit A) Page 513 of 570 28 Industrial — Industrial — Commercial Industrial Zone 1 Zone 2 Description CFD Tax Rate CFD Tax Rate CFD Tax Rate CFD Tax Rate Overall Fiscal Impact(1) ($14,571.91) ($1,424.71) ($1,424.71) ($1,424.71) Enhanced Park and Sidewalk Services 95-99 119.50 119.50 119.50 Enhanced Roadway Services 1,086.92 1,793.58 1,793.58 1,793.58 Enhanced Industrial Zones(2) N/A N/A 2,355.22 5,324.46 Totals CFD Special Tax Rate $0.00 $488.37 $2,843.59 $5,812.83 per Acre: (1) Reflects the positive fiscal impact to be credited to commercial property and industrial property. (2) Allocated to industrial property only. The CFD special tax rates presented in Tables 36 and 37, would represent the initial CFD maximum special tax rates to fund the negative fiscal impact for residential property, as well as enhanced services. The City could also increase the initial CFD maximum special tax rates to cover the added costs for administering the CFD, as well as establish any reserves or contingency funds. Further, the CFD would be structured to include a special tax escalation factor, which would allow for an annual increase to the initial CFD maximum special tax rates. While the CFD maximum special tax rates would increase on an annual basis, the City is not required to levy the special tax at the CFD maximum special tax rates each year. In order to meet the CFD annual special tax requirement, authorized services and administrative costs, the City has the flexibility to levy a CFD special tax amount that is less than or equal to the CFD maximum special tax. City of Carson 4Z) N BS Fiscal Impact Analysis for CWWPW96001668 (Exhibit A) Page 513 of 570 28 APPENDIX A - INDUSTRIAL ZONE MAP The following map identifies the Citywide industrial area, as well as the two enhanced industrial zones within the City. J ��City of Carson Fiscal Impact Analysis for C4�61EY H6o19e 68 (Exhibit A) 24 Page 514 of 570 r �wwrw� Z i U A i *FDEMOIBLrVD City me Trus Loc OVE 0 - Industrial F - Industrial 2 Oriented Roi - Industrial 2 - 797.31 AC - M - Other Induf ALONDR!4� �V�.+vim •,.. �w m 1 4f r 1 [ r 1 �1 .a a � m � a VICTORIA ST 1 1 1 1 `♦1 10 f 'C ! [ ! 1 1 \ 1 1� r �wwrw� Z i U A i *FDEMOIBLrVD City me Trus Loc OVE 0 - Industrial F - Industrial 2 Oriented Roi - Industrial 2 - 797.31 AC - M - Other Induf as for has", thr6ing and &qpV d LA communities City of Carson STUDY AREA PROFILE STUDY AREA ID #161 • BASE MAP • PARK METRICS • WHERE ARE PARKS MOST NEEDED • AMENITY QUANTITIES AND CONDITIONS • PARK NEEDS FRAMEWORK • PROJECT COST ESTIMATES • PROJECT REPORTING FORM • COMMUNITY ENGAGEMENT FORM Reference Document #5: Los Angeles Countywide Comprehensive Park & Recreation Needs 1 Assessment k Los Angeles Countywide Comprehensive Park & Recreation Needs Assessment APPENDIX A RESOLUTION NO. 19-068 (Exhibit A) Page 516 of 570 STUDY AREA BASE MAP E �d w BTW Grem" Blvd to Heinin N"'o I". sE May ev 'M Carsok"". —A Park Modal wi AC=quz1ft4qy"R"P Jim Compton park G.Allis' pw� WM MeinerW,' diEk'NL E Geeftleaf plod North 91 LU Unic. Compton 41 1 Dellphift, Aft'? City of Nit Carson 'Park, I AUN r Perry* Park " Ffilinfim, , , - VA -4 mid palr,�,, JIAEM. 'AAD rr" - (dj( S=I. pailk RFw r�XX sew park A-4 i fl IjNO�Eg E Sepulveda B;vd' 5 Wilmington - 41 Harbor City City of Carson Los Angeles Countywide Compteliens Existing Park Existing School dr— w Long Beach Rd - West A Vv willow 66 Existing Park Outside Study Area Other Open Space APPENDIX A PARK METRICS PARK LAND: Is there enough park land for the population? of population living everyone can access it? PARK PRESSURE How much park land is available to residents in the area around each park? Carriage Crest Park (4.85 Acres) 0.71 park acres per 1,000 Del Amo Park (8.62 Acres) 2.33 park acres per 1,000 Dominguez Park (7.63 Acres) 1.03 park acres per 1,000 Friendship Mini Park (0.28 Acres) 0.12 park acres per 1,000 Carson Park (10.83 Acres) 0.75 park acres per 1,000 Dolphin Park (12.64 Acres) 6.87 park acres per 1,000 Dr. Thomas G. Mills Memorial Park (4.98 Acres) 0,91 park acres per 1,000 James Anderson, Jr. Memorial Park (8,44 Acres) 1.99 park acres per 1,000 John D. Calas, Sr. Park (9.23 Acres) Perry Park (1.16 Acres) 1.06 park acres per 1,000 0.38 park acres per 1,000 APPENDIX A l.os Ange�es�ou7atigRell'.1.c�r��,er�fW�`�'ark & Recseaior� Needs Assessment 0 Scott Park (11.28 Acres) 0.77 park acres per 1,000 Vernon M. Hemingway Memorial Park (11.91 Acres) 4.32 park acres per 1,000 Victoria Community Regional Park (24.96 Acres) 3.34 park acres per 1,000 Los Angeles Countywide Comprehens Stevenson Park (11.83 Acres) 2.55 park acres per 1,000 Veterans Park and Sports Complex (12.31 Acres) 1.23 park acres per 1,000 Walnut Street Park (0.69 Acres) 0.25 park acres per 1,000 sment APPENDIX A INHERE ARE PARKS MOST NEEDED? PARK ACRE NEED + DISTANCE TO PARKS + POPULATION DENSITY T u 4 '� •7� 'rte Le i r Ali r = PARK NEED "Calculated using the following weighting: 120%x Park Acre Needl + 120%u x Distance to Parksl + (60% x Population Density) rrea k1. NemiaSwey 16emarial Puk W Greenleaf 9W E Greenlcal Blvd EArtesra Bifid � = fy!lAiage � St ren a Park # w f t E Vitoria St V1 figja lrii*nr ' f And rmsen.1r. 0 Memerlal Pak Ir I Am e r'' illus kr one �rl Pa �� 1111 Gi�fe■ E7Wh st WWI F 'rrk �..� — tr I as rk" iq 5PiM7 , t GGa�-mItit. E-22 d U W Wardlow p .5scolt. leka 0. Sr.Par Park r. Park w a. 1 l d gtiV Wilke 5t ifl r 1 17 103 PARK NEED CATEGORY Very High High Moderate Low Very Low No Population 0 Area within 112 mile walk of a park HOW MANY PEOPLE NEED PARKS? .=7 143.311 pig 2876- [ I . I t MI. 43411{4r9�j i r9c Los Angeles Study County Area APPENDIX A Los Ange�es� vTri��ige�llsi�l�'' ark & Recreation Needs Assessment AMENITY QUANTITIES AND CONDITIONS AMENITY CONDITIONS SUMMARY Carnage Crest Park Carson Park Del Amo Park Dolphin Park Dominguez Park Los Angeles Countywide Comprehens essment I Dr Thomas G. Mills Memorial Park APPENDIX A Park Name .., ��m�mm�mmmommmm�m�o CarriagePark���moaoamm®mmmmmom®m .,, ��mommmom®moomoomom ���m�®®®mmmmmmmm�m�o • ��m�mm�mmmmmmmm�m�o ... ��m�mm�mmmmmmmmmm�o DelAmoPark���m®®®®mmmmmmmm®mom • ��m�mmmmmmmmmmm�m�o . ��mm�m©imnmmmmmmm�■��© • ��m����mmmmmmmm�m�n ���m�mmmmmommmmmemam Dominguez ParkDr • ��m�mmmmmmmmmmm�m�o .. ��m�mm�ommmmmmm�m�o Thomas ���momm�mmmommmmmm■�© Memorial Park ���m�mmmmm■uwi■■imm�■�■■�m�o AMENITY CONDITIONS SUMMARY Carnage Crest Park Carson Park Del Amo Park Dolphin Park Dominguez Park Los Angeles Countywide Comprehens essment I Dr Thomas G. Mills Memorial Park APPENDIX A AMENITY QUANTITIES AND CONDITIONS AMENITY CONDITIONS SUMMARY Fvendshrp Min Palk James Anderson, Jr. John D Calas, Sr. Park Perry Park Memorial Park APPENDIX A Scott Park Stevensoi3 Park Los Ange�es�'auri ge� o real +�t� k &Recreation Needs Assessment Amenities m � � � a C Ln a V L 7 ~ > N a LL N d ` a N O G a n It 41 ` d d o — o �p c o ca VQj m — m LZ o n N s m a� L c_' a E Ln c Ln c �' E U ._ a`r M a m ttl n m =3 a Cl.- in O Cn E �` 0. c O E o O Chi D a o � x v �a c o E, d ami a� Park Name U 0 v o ,— m m Ln � at V) CL a cn vi o � v +.n c � Good 0 Fair 1 1 Friendship Mini Park Poor 0 Good 4 1 5 James Anderson, Jr. Fair 2 3 1 1 1 B Memorial Park 0 Poor Good 1 1 Fair 2 2 2 1 1 1 1 1 11 John D. Calas, Sr. Park Poor 0 Good 0 Per fyPirk Fair 1 1 Poor 0 Good 1 l 2 Fair 2 2 3 2 2 1 1 1 2 16 Scott Park Poor 1 Good 1 1 Stevenson Park Fair 2 2 2 2 2 1 2 2 22 19 Poor 0 AMENITY CONDITIONS SUMMARY Fvendshrp Min Palk James Anderson, Jr. John D Calas, Sr. Park Perry Park Memorial Park APPENDIX A Scott Park Stevensoi3 Park Los Ange�es�'auri ge� o real +�t� k &Recreation Needs Assessment AMENITY QUANTITIES AND CONDITIONS AMENITY CONDITIONS SUMMARY E> EN 4L A Vernon M Hemingway Veterans Park and Victoria Community Walnut Street Park Memorial Park Sports Complex Regional Park Miles of trails inside parks: 7 Miles of trails outside of parks: 0 Los Angeles Countywide Comprehens ��%K� g�`'�r������t��'sessment APPENDIX A Amenities a) y U 2 la y in a C V y 7 ~ 7 U Ln 6) Q7 Ln 4i y y O O d y V y iv C C y p G ` cu 10 E C y ami a oni a) E o a c E $ `m 0 i aa) o c� c-) Q In m 'n m v S m v} `O an E E e an Park Name i o ,°' vai a a 0 vni o° ca c� cn Good 1 1 1 3 Vernon M. Hemingway Fair 7 2 2 3 1 ? 15 Memorial Park Poor 0 Good r' 1 5 Veterans Park and Fair "r 4 i 1 2 16 Sports Complex Poor 0 Good 0 Victoria Community t � 1 7 Regional Park fair Poor 1 10 Good 1 1 Fair 1 3 Walnut Street Park Poor 0 ( 4 3 2 2 0 9 0 .3 4 3 1 0 4 1 0 1 37 Totals: 16 21 20 16 18 1 1 17 11 2 0 0 2 14 0 16 155 1 0 2 3 0 0 0 0 1 2 1 0 3 0 0 0 4 13 AMENITY CONDITIONS SUMMARY E> EN 4L A Vernon M Hemingway Veterans Park and Victoria Community Walnut Street Park Memorial Park Sports Complex Regional Park Miles of trails inside parks: 7 Miles of trails outside of parks: 0 Los Angeles Countywide Comprehens ��%K� g�`'�r������t��'sessment APPENDIX A PARK NEEDS FRAMEWORK: COUNTYWIDE ASSESSMENT OF NEED The results of the analysis of the park metrics were used to determine an overall park need level for each Study Area. Please refer to Section 3.0 Park Needs Framework of the main report for additional information. City of Carson (#161) has a high park need. LEGEND Not Parlidpating Park Need by Study Area _OW Very low ['j Low Moder& Ir High Iff Very High APPENDIX A Los Ang rk & Recreation Needs Assessment PROJECT COST ESTIMATES Study Area: City of Carson Prioritized Projects 1 Replace Lighting- LED Conversion at All Parks in Study Area oar Study Area I D 161 51,542,024 2-4 Build New Neighborhood Park 57,071,961 NF!'.,/ Park Task4- Land Acquisition 52,852,761 Infrastructure/General 53,280,000 Dog Parks 5695,200 Picnic Shelters 5250,000 5-7 Build New Park 513,012,696 New Park Tasks Land Acquisition 52,852,761 Infrastructure/General S3,280,000 Community/Recreation Center $6,300,000 Generic Amenity 5579,935 8 Repair Concession Stand/Snack Bar at Calas, Carson, Dolphin, Dominguez, Hemingway, S5,040 Scott, Stevenson & Veterans Parks 9 Replace Wading Pool at TBD Location S328,000 10 Add Splash Pads at TBD Location S1,500,000 FOTAL COSI FOR PRIORITIZEu F'I<uJLU I5 $23,465,721 10 IAL DLFLRRED MAINFLNANCE' $54,320,326 Replace amenitle" in .p;for ' Condition 528,080,965 Repair:Jmelliti+r, in l"Isr C01101tion 526,239,361 GRAND TOTAi- $77,786,047 Each StudyRrea prioritized 10projects These projectlists are notintended to supersede orreplace anyplanning documents, norto obligate the lead agency to implement these projects. For further discussion of projects, please refer to the Potential Park Projects and Cost Estimates'section ofthe report. "Does not include repairs or replacement projects listed as prioritized projects. APPENDIX A Los Ange��at�r�ti�i�r'i��`'ark &Recreation Needs Assessment Carson Executive Management Team 1DIF Memo Currently the City of Carson has a significant backlog of facilities and infrastructure enhancements that must be addressed in order to meet current service level expectations. The addition of new developments exasperates the need for improved or additional public facilities to ensure that the existing infrastructure capacity is not overwhelmed by the demands of larger populations and expanded service needs. The areas of focus for the expanded capacity include: • General Government Facilities; • Transportation Infrastructure and Facilities; • Utilities and Sustainability; and • Beautification. Recognizing the need to accommodate the growth from new developments, the following contextualizes the impact to each of these categories. This information has been provided by the City of Carson's executive management team based on their experience and professional knowledge of municipal infrastructure needs. General Government Facilities The responsibility of municipal government is to provide necessary services to the public. General government facilities include those facilities used by the City. New residential and non-residential development in the City will generate additional residents and employees who will increase the demand for City services including public works and general government functions. Acquisition, construction and expansion of facilities used to provide general government and public maintenance services of City facilities is necessary to accommodate current and expanded need. A total of $29,735,000 is needed for general government facilities. City Hall The majority of all governmental activities take place in City Hall. Over the years as the community has grown and as the City has increased the level of service to strive for a quality community, the interior of City Hall needs to undergo a reconfiguration in order to accommodate added staff and changing of technologies and responsibilities. Already City Hall has a shortage of available meeting space and the reconfiguration of offices is forcing staff to share offices and cubicle spaces, reducing efficiency. The future growth of the community is going to cause an additional demand for services at City Hall; therefore, additional modifications will be necessary to the interior of City Hall to provide the excellent level of service the community expects as a result of the growth. Corporate Yard Facility The Corporate Yard was acquired 20 years ago from a steel manufacturer, and was never retrofitted for its current use as a municipal corporate yard, including the Public Works function and the Parks & Recreation function. Significant upgrades are needed in order to properly provide services to the community. In lieu of trying to retrofit the current location at a substantial cost, and still ending up with Reference Document #6: Carson Executive Management Team Memo and City of Carson Capital PrRES�]�U ION �b.1� 0 8 (x�fib0�9 Page 526 of 570 �'! a less -than -optimum facility, a new location has been identified that will provide the opportunity for a turnkey facility and subsequently allow for more effective and efficient service delivery. Transportation Infrastructure and Facilities Roads—Bridges Public Transit -Bikeways, and Pedestrian Walkways) Throughout the City, significant improvements are needed to address existing transportation infrastructure and facilities deficiencies. Roads, bridges, interchanges, sidewalks, traffic signals, bikeways, and public transit throughout the City benefit new residents and new employees by providing safe and efficient access to their place of residence or work. New residential and non-residential development will generate additional residents and employees who will create additional demands on this network which will ultimately need to be upgraded and expanded. The primary function of arterial roadways is to move traffic throughout the community. Local streets primarily function to provide access to adjacent developments. Collector roads serve a dual function, providing both access and a way for traffic to get to the arterial system. In addition, medians provide for orderly flow of traffic and provide space for additional landscaping that is needed to beautify the City as well as provide for cleaner air as new developments cause additional traffic and its associated air pollution. Roadway infrastructure will have to be addressed to meet the current needs, and will need to be improved to meet the increased demand and provide for adequate circulation within the City. Signals will have to be installed and modified to efficiently direct increased traffic flow. Ridership will increase on public transit, and there will be additional use of bikeways and pedestrian walkways. A total of $65,298,117 is needed to ensure that the City's transportation infrastructure and facilities can sustain traffic generated from new development. Traffic Separate from this memo, the Zimmerman Study proposes a total of $6,469,200 in improvements to ensure that the City's transportation network can sustain traffic generated from new development. In addition to developments covered in the Zimmerman study, the City is proposing other improvements to address the current deficiencies and plan for the future needs as new developments will necessitate both. According to a needs based analysis, 5.93% of funded projects under the Transportation Infrastructure and Facilities category are related to current signal deficiencies outside of the Zimmerman Study, which will be further exacerbated by an increase in development. The remaining 94.06% of projects are focused on ensuring the City is prepared to address the anticipated increase in population. Pavement The street and roadway network represents the City's biggest, most expensive asset. Public roadways need to be expanded to facilitate access to new development. Improvements to roadways translate into lower vehicle maintenance costs, decreased delays, reduced fuel consumption, improved safety, lower road and bridge maintenance costs, and reduced emissions from improved traffic flow. The City of Carson's annual budget related to street repairs is approximately $4 million however, based on the Pavement Management Study that was completed in 2017, in order to not see a decline in the K RESOLUTION NO. 19-068 (Exhibit A) Page 527 of 570 aggregate Pavement Management Index score for the City's streets and roads, the City's annual need to maintain the 263 lane miles that run throughout Carson is closer to $10 million per year. Sidewalks New developments near major thoroughfares create the need for safe walkways to accommodate the growing number of residents and encourage a healthy and active lifestyle. Upgrade sidewalks and new pedestrian bridges are needed to strengthen pedestrian connectivity. Utilities and Sustainability (Electricity. Water, Gas Stormwater. Green Streetsl Because the City is situated in a heavily industrial and logistics-centered region, with close proximity to the Port of Los Angeles and the Port of Long Beach, as well as major petroleum refining, transmission, and storage facilities, the City is focused on ensuring that sustainability is a consideration in everything it does, not only to comply with local, state and federal mandates, but also to ensure current and future residents and businesses receive the health and environmental advantages associated with this approach. A total of $31,839,600 is needed for utilities and sustainability. Over the past three years, the City has worked with private parties to develop comprehensive energy- saving programs that would cover most City facilities and programs and would shrink the City's carbon footprint substantially by reducing emissions and greenhouse gases as well as saving a substantial amount of water. These investments also save the City money over the long term, helping improve the City's financial sustainability. These improvements include but are now limited to new HVAC systems in City Hall, solar panels at the Civic Center Complex combined with battery storage to reduce peak loading and improving the economics of the project; electric vehicle charging stations; and, replacement lighting (new LEDs) that conserve energy, too. The most recent estimate of these costs is in the neighborhood of $20 million. The $31,839,600 is a wider range of improvements that includes these energy-efficiency improvements plus green streets for managing stormwater runoff, and additional "greening" of Carson to provide some air quality relief and reduce heat islands in the City. Beautification JQL%ticle. Monument Signs, Wayfinding Sa ns Street Furniture and Landsca in As the population of the City increases, identifiers are critical. The City desires to improve its current image through improved urban design including entry monument signs, wayfinding signs, street furniture, etc. Wayfinding signs are necessary to provide directions for both pedestrian and automobiles. Providing a sense of direction would assist in reducing congestion and associated pollution. Entry monuments provide a sense of entry to the City that would set it apart from other communities. Currently, the City has two major entry signs at Carson Street near the 1-40S and 1-110 freeways. The City desires to build more monuments in strategic locations throughout the City. Street furniture such as benches, bus shelters, trash receptacles, pedestrian lights, bike racks provide amenities to the community that make the streets more inviting to walk and use transit which reduce traffic and its associated resulting from the anticipated growth of the City. A total of $6,768,000 is needed for this beautification effort. 3 RESOLUTION NO. 19-068 (Exhibit A) Page 528 of 570 Page 529 at 570 � a y ? y p a o m m .•r +• m m m y N am. «r w i.n n N d n flv CL a ;� y d a °° c 0 c E c °c' m o C m m m p R u N N c m a R d E ` c a W N A E u C a t O F O O a L a U .v Y C EO W R N = _ C d E: C O vOi 0 C �+ N G R C a y d m m m .�., c Q a a c :J a ro N m a m a ^ E r z 5 N E w ou m a E a w M u a N m E °� 2'Y C p m c.c 0 .? " n £ •N a R •`• m O O E U, t'n i O C `! 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Ln r r f� E= eC4 ►= r` r r OGi • c G LU _ A CL E B ce: a m o, o: oe m G W LU LL.cc LU O W r! Lp 'i as 1s pp 90 m 00 tr1 Op H c0 ri U W o. a R LUT10N NO 9-068 lExhibil A Page 534 of 570 Page 535 of 570 m C y C } d d d m T m O C u 4 011 m N U C ro U r C C ro ro ° CL Q °1 $ .? m c c u o ro an E a d vwi o i c o w d d. N y a E N u « o c '_ o CL c :. W p E 6 E o m m c °' 01 �o C m v w c a w C N +� y d d :: C d ro m ¢ O S .c °'�' m ro p m v E aur an d a v h= u a E •- G a ri E dcc a m a n c v a3i o E a7� a p $ c u ,`° c « o E m m 'c° m e a P N y y uCi m �° v a y m m 3 mi C N t N •d• C U �u .: _ p C 2 E u ; a. "" E w °p d o mo o 'E �� 3 aci = u 1O O er = °= m e C L taj a d° 00 m C E d a m emqny m O. Q y m m ° E ,u a y, — m m G O u E W r. O O �'' C yt d j R p C N C 7 7 d d d P E Wei a '"ar r v c a c v Q n u a a n a° c S m ro Q O 'p O L l7 p E .s.. N? D C .�+ M is _ ra == m G d m N C O G S d° 00 ar O u # a 07 d C I °J 'a d C E C 7 ,s C! d d w W d a? Q a m _ �n L �N, G m u t' d .r-. N W �a C }, c .L. N � d '° .. G V, 4G Q E �tQ u u= c E d d' CL a c m N ro a b r 0yC7 15 w 10 L c aCa L .On p u 7 u L _ Lr.- _ n o� E y v E p E E s Q w y a m C d % V7 m N :: aCp !^ E F C in .3 C A U C C adi d E v 0, ° m m o M cu Y am u 'r _� m 3 •� m cu N �j a c 3 a= d CL X° P -o E l7 yw u 3r' Cc c-0 ro 3 ? N m 'Z d° P �% e n c E a w w y c rrs�i c p d Es d m E a ° T m y 0 r = r 4 N" N° c `m y o u �° > a c m w m d r is d d C •G N W Q O Ln an d C 7 la N 3 'Jif d C m aq C w v '1 u m C °. C 2 ro N �O N U yC ai C y E a tp d E d ca 'a C N O O 0 0 C O U L d .� c C d c O C d a u m c m u a a u E W ty 3 P c� m u m a ?? 5v► Z5 75 2S � 5m 25 25 �5 W Q 9 � s � pp Ln Ln ID T� N O Si O M N N ul to C6 N N W uy .•i N a � W a a d o c '• C a E d a f7 m w m E ro S= 2 Gr cu O C C c m a } d a m c .d m ^ ° v E m w W a a y a ud 9 c ro m m is t. R a Q C d ro d m c w G^ m Z '� � G U. a 7 cu G m w N -0 C } � C m } G a c E ° d c N° a C c CL ar ° LA d W C u -� 3 c W ° m ati d a 4 r y a 9 a°. w ¢ 3 w m arm© E p 3 E°c ro w c s ro d `a OG? d d CL d O O in x C m G W 3 ii m m m m d O W} -- ° OD w a 0 w u d 5 C 3 :5 C L_ O 6 O P O O O O 'yp yr yM Q} y� O 7 d L a V1 Z •�0 �6 m m la m •m N N -m N _U +J+ W G a1 O 4+ +=_ C_ ,7 .0 ,V a.+ �_ iC L,� tC iC G to V1 VI a L 'f0 iLL 5 0 d 7 m ami 7 W 7 W 7 w QmyJ 7 a`O+ a 10 C ro Y. c f.. • VI m �' m m m m CO m y d m c a a a a d w w t5 W LL LL, cr O rF N IY1 Ca C1 t� rl �4 m LL ULU a W CL cc RESOL TION NO. 19-068 E hibit A Page 535 of 570 Page 536 of 570 a } 3 NyN = N L yy R °p ° a 19 C yy l* N C y c u N g« a� v 5 E` CL a y ,, u E `' R a o .4 u c+ R N E E ; A o �' u R a U L R N Cl R 112 yl a �y1 oQ f6 Q r �. �nnJ ' OD R oo y R C z 0-0 C i a N R 07 a �. 4 U {H h afF ar`. = m _ �` E ee w Com, Dp t7 V G a FW '3 in N E I..) as �p h0 m R I 10 O -I 3: R 0 N N V } u ° N a E N` C y ea G C a r c 3 s E d i �` c ,fig'' r 3 :: o f y`y^. CYT i " L' N a a E°= a A m b a V d N W �+ > c N a +' c k V R .�Q. g E m Yi M $ a C .o = m C c to m a E C N N in ` t' N .a �aC O o= v c �n c R 3r 1O E� o m a R a u� m i d m 3 u� d E o f o , c o '3 y y 3c 'a a s 19 a s y Q G N E N y, T T y N f.sa. } mC a a s a to c v a 9 C G io 4 w CL wu CL a a LA c tea+ R R' c o m e '17 E p� a ih L E# Y �' ° E IO C n G �y a` q` a c "' a ». C Q J N w E E_ a � �o o' A ' a v c it G R ha A a [L y.' sSt 7 yam E N4c S �L' A 41� yy 'a A Sl != 'RO tj M C Z5 $ § $ i5 t;a g § M g g m W c O L L N N' W M K wl h O N 1� '..� h N PA � n1 CC CL W Yf t!1 to N VF VF to M .n V► pO C P `^ fq g x T2- a 2 C lu w V a Nu R r c a a cc % m_a to E ,n u 3 ei Z ti 3' a G u a d dN c B �u .+ E .R N yN w LU w JOU a m Owl ?! u n U T Z N R L 0 GJ y b R F c C o 7 U1 uta i `—' ti - !2 C `" u .V -u� in an o SLN W N ` ro 7 LLL m H 6L r.+ d A � a �yy LL. j�Q W �i `% 1¢6 �i R y w ` N. C L m a 41 L p`e C ` G u =00 @Cq� t7 cu �! LU 100 LU CL r E CC m m m m ae d c cr LU LU cm m Ln CCw CL cr I AE5OLUi1OW F40. 1 9�-068 Exhibit A Page 536 of 570 Page 537 of 570 C C G O C D t O C O O C O G m., E m,, ab E m„ a8 m„ tib as y to m ea m fl3 m my �i pma// u r. 'm m M m m a do' � �i - ab b � y coa u` f G 'E °i! b -E � °a t3 -E � i3 -e 9 'gE u 3 impq C lR�a a} G imp C m a m m a� C m - m a e � m y a Z S C p m C v O ro ? P m G O ro ? G O m G E P m C y O m C y p m M C E P m �ai eTo �d rom A ad �d Av ad �ad m c. NNS L -O �O I 3 �p �tl `kT�� pni3 C M m v m m N ii' m s G m SL m ro Y G G .Y c '� i�y`�o c dF �F ro Y '� To Y' c a 5 m c Y '� C J s .9 C X G}N( m I m i � m I 1N( � � }Nx[ m Nww a m ci $ c G° c c a r t3 a t3 c t3 _' te C m $ m c m P .2—oo 'a Am Am m N '� N tz N N N' N N N a a a .� .O ; �7 r A 37 z .$ 3y. Z J$ y C � a m efl CL !0 a T � O �., m Q m O T m e O T W 4W cu ci v }� >m r� aGc }� O N xxC ]� 4 xx� }� %G ,CQ. ,Gd (" O Gp� {�pp� N LO M a� Qas O1 rn 01 LM Q W G � ry C N � LO O LM C/� il'1 n u1 L" o o ,o H N m N W' N 'S cr SIF 0. Sh In SM1 VF SIF YF Vf ih N Pm w N� m � O C t0 .P. .T i r R 4LA m 8 Ln Nrn LL t O NLU s v o LL a ° o �, E Q Z C m M ar i S e a a + �. " .. C ir a P G C 6 Lc. � a E E E t �+ a C E °° a 0 E c E O a o a Nr4 crQ CL c n E s� E , X F E m '/f O• ,E OF C L m P u Q ? IJ 4Nm c d � � C C O O QLu Ll dJ Q y ¢ r R R m m Iia t�9 r •m V 2 .0 fO FL FL N lL4 LL ++ = d C C M C m C ` C ro C m C ` C m c t` C ro W L b 7 u' C t' w • VI m � � • C • GLU Lu c R CL Q }r m a m tip ry� a�y r� r CL �° M. o° O oc O a P x P x x O a ae Z Ll. uj LU °C Itn W LL a� a no m Q �{p0 0 rl u ri ri rl est 14 a � HES LliliON NO. 9.068 Exhl61 Ati Page 537 of 570 Page 53t3 of 5iu a _ •p c N M �_ = U w N U �_ c V 7 m .moi .Q a t0 �+' c c a `T� G C C a m 3 S O aa+ = t V N u V O fa t 4 00 p C C N N MO c `^ °� N 32 N 0 t c a d �. E E v y } a `CL c a m er a w e — m w CUa c '° 3 °' a m d N e Y E u 'a E m 3 c + IE E E w a}i a Q m u T G a n a O Z= 3 E m a� 'p C E df C m w C u V C G a s E= m m 3 O e p .a O p 'O L y 0 O` R C� a0 'O N 4 a m5 j d a �, c '3 v m c L m N a 0 6 a m E_ :. z m a+ 5 m u a d m C m u u O E - e `a A E M m �+ O u IN _m O_ G e�O G N m C m N v C E u t` w r mm y -T -0 !R m a a p 'a m cu E 16m a p, a+ C O umi p p c} pcu y o 0G v a` E to r .c W >- o .E c c a a = vui N 2 t Y a c ro w v u a a er o d �+ c o w y E W C �n c '= p '° a c m p 'o c m m m u ° Y t7 N 0. E= v W}� v m .. e 5 p a m N a m w m G m G w E c e}O - CO = a '° c c e$ w °° m p o 3 -� CL 'w m e m-0" a E_ R u ,c, N e m g d c m W m� r W aa�t �r �Ln u �y �0 as 5� Y �ro 4 w 8 d a E r OD V in v = '^ d o E _ p m r m 5 a c 'a ;. v w v may_ iO � � G 0 mCL � N $ � � � s= � o = m W v? a w N } v N 1`O U 00 U V E a N� v m = a 7 u N Y C= a E# 3r W G m p= m Li x c N a 3 G N a = N C V= u N G 0=1 l M O c a m'0 .m.•. a o r, = O W E w c 0 N a m U 0 } r C a m a ,�-+ m p m t? V m o !' m c 'u ECL u w 0 E .+ 9 c o y er u a a p" .N. E m m .� c c 'o � °°� 'CD N v 3 u c c 'p' c o cc E ti a z ~ a°' m aEi `�„ m e ai m o m N � `^ a to n A m mq E Ln c :° c A m m S 'y c 'i N tJ m a c E a c .QNn co Cmpu¢¢ v ESMua,w 3� _ = oQ� t7�' �`v o § k go 0 § 25 0 7 W G cs § M N N m 00 Iii n N CL O N N Ld L' N N a � •n 1fF 1A V} 1!1 N V► 1J? y 1f1 V► C Mcli C� m a -0 a c �n c c ° ¢ E m o b m m m R E a c v 'a w d o d a m m « a a E a=i E } c a N C `m_ W G d m '8 00 A Q m Q d� v N73 C LL g i N 00 m µ m C cc:z a N� a .0. a 3 m p m in m 3 m E .^a. m �o G E u o M CL c r c O c. c .Oi ami A . = m W m G Vol cr v m e A y 4 Q `+ m � c CL c m c a 0 m m v O a" E G m mm O N Q N C =Y ZO`O} O x Q m CL m m m m m t7 W w - m a a E `m a u LLA E C C T 17 C O C O 0 o O o O C C c O d O 'a o 'a •N a U LU O= 0 d = u a u a u u f0 u a u a u N ;= W lJ =_ C _ 'V 4� tC !C R i = L Ln In VI Q V w @ m 7 7 7 p 3 7 3 C C C (.j of , v"i LL ' ami a a aai aai ai m w a �a a LA.� ? m m m m m m m m _� y y O • = • �_ li • > G m ,a 5 0 ) ,2 w 3 w w .. u g u .. 'u u u u v a G LU u. � 0 W 1-4N M 00 C1 o 'y m w m In 09 W U a. w RESOL TION NO. 19-D68 E hi6 t A Page 53t3 of 5iu Page 539 of 570 o mE in 0n IO � # � � � � c n a m as d ��r hcf a W y g E m ro o`i 0 ` a c a`, `° S' } c " E .c a E m y °° 0 u ,, U ro d 65 "n E^ zy m n a °J - 'ii y C N m m c . •% C m N � � Cyi ►� yup m Y- H d N O 'Y O N O 7 N �.. y f0 U ■.. Z ; m OC p E n t Td E u N N'a �! y c a CL U.,c y C w ro CJ Q� 3 i' CO Ow` 4 a M ro c c u m C 7 E .. r u W m #' :h D O m m m p O A W E ro .. Y d c c> Q ro N d ri m o `- ° E p r► E N �" 42as v r c c m ro w 3 C c v c� a �a m; o u e o A oo m x ,S } •_ o .4m Y C Cro 7 y E c v� N 32 .5chi y Cwi C C t9 a m0 .3$i E '� E o o ° c 0 E G t4 a+ a—, V N # N M C 5 i s a Si w a G1 W yNy y .5t X a GmJ 4 ._,,, S. 0 N C CAd N t a E,� ` 8 " °`' 2` E ai 5.' rg� N�NnoENcw'3 a3=� i� e p Q 9 �. d o a m 7 = N �, a '� y y m 3 0 - p c c g v m m c an c c m .: a '!^ c Q �r N e 0 E ar " Y E E e — c ''z� v 'i m ` E E_ d V OJ w ro G} �3 p ; m s co 0 SS5u��e.i v �' C` Jicr m XVI 0A�=�rau2 � e A;LO x 52 LO n LU ui no L6 Ln O ry In T °' W iR V► N th Vf i!4 yn K g C p p K N S 'EL g y ro g s N � 1/1 w N c y u U E C ro Nluw S T a gv' a I� v 3 m c `—� 'p mtu q a Z m u u a m& o L G E A= N c vo oc w E r m a- m N d C mr :3 i• E c C 9 IOU t4 N PV N qui E p O c m c c a E E m E act E d I E c +, c aVI 19 d N f0 — l4 m.v _.. N E o E d 'off E N ro w 'per L W 0 M ro uta " i 4A LAaz rro '� 0 o a r4 'u ? 'u = 'm LL. N Ls- ra a a R l7 L6 C7 W C7 10 tL L7 iC to l7 ep lL o : = • b7 m N II� p� G C C a r h` rLL 0 C • w qG� C7 QC! V' L9 L7 U' • O O u W 1s1 m 4 a is ro ,e a B ro m m m c d G� >t p LL y v .� ,°j s. m 6h M o. LU cr I RESOWTION NO. 9.068 Exhibit AI ? Page 539 of 570 Page 540 of 570 C d C O C O C q C O C O C O C G C 0 ro m ro y ro y ro C. -a od 5 m 0 y m y g iv ro y n3 m 4- a3 y E m E `m E v an d m E d i6 °�' N [ya oEi ,dam„ 111 ro� e0 N 61 iv N A 3 yO� N m lw N m 3 io S N a iy6s7 6Ei N m 3 CL m a °0 Y Q 'a O0 T2, Y i � b ma t Ob -u � -E 2 06 t ce _� „c.E �£ C� �-e C �-2IV C m m C_ r _.E m C_ E; c E cm E c E s c -, E c m s c E s c E i c C-i c O D m i y D m a E q7 o m a E O ro �i E a m � E o ro a E y D m > E y a mn s E� m 9 E F' E, P. m n: a Lu m n: '� M m T ci m a `e� d ro >, +[� a m a; c?i 0, m 2. w- m ?L w m ccmW 4. .� .. N % m L A m L m> A d cu 1131 X ING G ro Y ro C Y C Y ro p�e C (0 C .Y C p m dC C p f0 'ish C p M Nf6 C C p jd Jm� y p 1p C p m .]F G m GN 17 N m N yml N N � O m r d a w aJ O t6 a; of -6r„ D m a 61 R CL GO L c a. G GOC c 17 t3 m dpi m C M c 'i c L c a t3 m c 33 GO .0 c a b0 .0 c CL t� G ro 4 C 'gym_r' m '1�]J W ro V y' Y .� 0pm7 S . Qpm7 S = yQm1 S pq {Ct m N °Q W m m 72 p i6 7 -2 2p e4A 7 w A m w w = 2 d sc Q C ? G ? 'b ?� O T GO O y. GO 'O s. to ? 0 ? G0 Q. C a ` R� �. d R6 II. =O r N � Ch 1aa� 01 m 11] O W O C N to O M 777 11 N u1 rq O N w rnl N N co N N rq ri rl +-1 cr� N CL W i!► UY {J7 t7} VF V? 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A u u u' u u u m �+ m u u R u u A u F- 0 r- 1- r it m ego rho ego CL G p� LU a"o e`Ai m m m V4 a o 0 0 0 a e O k � rr ey rl .y r7 N N N N N N N N N N N O: W a a RFSOI JTION NO, 1406 (Exh6i At AI Page 541 of 570 Page 542 u: 570 t pJ C C Q o � fo a •: 3 O j a o c N c c � E eo w ea v y e �ogE C N O c t7`- E m v M ° fO N n Q+ o15 p� V; c in L �n c 3 m d e� m W ry ro p rn e'a eo ea w m ii ' o Z m 'o eco y o �5 i N s o _a o ro 4 O y E > E y 1p mo f M y �++ r CL ?L A 2. -, mo M cu P 1W r w VC y�. iy •� yL�r N N C C fW C C aL C C W R C Y A C �e Q E m C d12 p C p R N V C, eL y TU C IO u •� C •a y+ C y� C C eo G n ep ,ry A E i! E :: _LL2 L C y C Y a ero "i g o .. A �je+ a c > >Q at a Ni C N. w a ; s 7 u' N WV a E �i c G wu •S E •� y c .`9c 6 C E is m a� in m io m eo ,� m m m N •� N N M Q N �.. •a 'a VS N yw ul ul E N •� Y ��+ y 2 ;. 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NJ CL RESO TIOk 0,14 EKhl t A Page 543 of 570 Page S44 Of S/U La+ m c N L mTm N Q a= erf t+14 C y m C# m 'a O E y fCp L 3 pp L y m d to,' E G O r Aj O $ go•i 'NJ 7 yL L y cu Z 75 m n �^ c4 =^ a .� o $ $ o n x p a go w c a r+m`�'d_ EE o9�i� ff Y¢ ,_, ^ c o d ar } 3 aLA R D m L 0 m .. Mc ►, 44 g`+ ° R C E m ? a t u i9 1n d c ar E m J t5 � .�. a � Y 3 E m y- gi E _ c # a r `. m� �v a S m a a .L a' c N i E g a C N R H ui N= N O V E d C ? A — m � � E cm, 4 g _ � � � R u � Qca ,c, T, m tip a rC Na E a E -2 E� N W, tai > E$ Q m m l m A � m L: C� E u1 CE! G O Iii 71 m C t a L= IGO . . �' c o iL E M .m�u lip # c .E C `J c m O1 ` in N C , m c N Q p -0 G N L7. m F— m L-s 3 p .�.. E 9 'm m �p vj mi3am` ono 'ar 3co9aa'�.8�u°a �g 835 W pp 8 cs n m W oa N em rl' rl' G N pmp N N CL W 10 t' _r 0. d V u C c aL+ CL ba R G G W uj R €�2 �7G y 6 9 3 CC O z .n a' a �+ a w V u G ` J2.C N �+ N ycu y m Y1 O m F c Y_ m CL Y C'0 L u C G .� 3 F V m 3 V CL U7 C C = S E 3 00 QC m C a O c c c W" o o =e Cw ' roCL C Ln CL R Ln4i y w C F ,� • Vhf ca F F F F-• F 1= F F s .L G W u V v f+ aLa W ro a d d a cr a. a 72 r - cr Ym Y ]G x M a m m m m n Ga L1. LU W_ w* D O U. U N N 19-068 N N N N N W CL w RESCXUTI Nd. fExKb A Page S44 Of S/U KAMG March 19 2019 IDIF report calculation sheets KAMG utilized the residential population and nonresidential population equivalency numbers from the NBS Study, then added the 5 -year growth based on these rates applied to the City of Carson's major development projects list. Current population: 93,799 residential +30,402 non-residential equivalency 124,201 total 5 year growth expectation: 294 mfr condos x 3.6 pp/hh = 1,058 1176 mfr apartments x 2.0 pp/hh = 2,352 300 dorm rooms x 10% equivalency = 30 3,440 residential growth subtotal Plus 810,000 sq.ft. commercial x 1 employee/950 sq.ft. = 852 x 50% equivalency = 426 68,360 sq.ft. office x 1 employee/950 sq.ft. = 72 x 50% equivalency = 38 1,073,280 sq.ft. industrial /bus. Park x 1 employee/1000 sq.ft. = 1073 x 50% equivalency =536.5 2187 truck spaces x 50% equivalency = 1093.5 247 hotel rooms x 20% = 49 599,000 sq.ft. recreational use x 1 employee/1000 s .ft. x10% = 60 2,203 non-residential equivalency subtotal Current population served plus 5 year growth is 124,201 + 3340 + 2203 =129,844 129,844 is the factor that is applied to each broad IDIF category costs to compute the per person cost. This per person cost is then utilized to calculate each development type fee maximum. Beautification Category Costs: $6,768,000 <$3,668,000> deduct Landscape Master Plan and Medians, Projects #1, #2, #3 and #4 $3,100,000 total eligible Beautification Costs /129,844 = $23.87 pp This $23.87 pp is then applied to each category of use. Reference Document #7: KAMG Calculation Sheets March 19, 2019 RESOLUTION NO. 19-068 (Exhibit A) Page 545 of 570 MFR condo - $23-87 x 3.6 = $85.93/du MFR apt - $23.87 x 2 = $47.74/du Dorm room - $23.87 x 10% = $2.38/bed Commercial - $23.87 x (1/950) x 1000 = $25.12/ksf Office - $23.87 x (1/950) x 1000 = $25.12/ksf Industrial Business Park - $23.87 x (1/1000) x 1000 = $23.87/ksf Truck Yard - $23.87 x 10% = $2.38/space Hotel - $23.87 x 10`Yo = $2.38/room Recreational - $23.87 x 10% = $2.38/ksf Utilities and Sustainability Costs: $31,839,600 <$3,250,000> deduct annual street tree replacement and Stormdrain, Projects #16 and #191 $28,589,600 total eligible Utilities and Sustainability Costs/129,844 = $220.18 pp This $220.18 pp is then applied to each category of use. MFR condo - $220.18 x 3.6 = $792.64/du MFR apt - $220.18 x 2 = $440.36/du Dorm room - $220.18 x 10% = $22.01/bed Commercial - $220.18 x (1/950) x 1000 = $231.77/ksf Office - $220.18 x (1/950) x 1000 = $231.77/ksf Industrial Business Park - $220.18 x (1/1000) x 1000 = $220.18/ksf Truck Yard - $220.18 x 10% = $22.01/space Hotel - $220.18 x 10% = $22.01/room Recreational - $220.18 x10% = $22.01/ksf General Government Facilities Costs: $29,735,000 ' <$7,500,000> deduct ADA improvements, Project #40 $22,235,000 total eligible General Government Costs/129,844 = $171.24 pp This $171.24 pp is then applied to each category of use. MFR condo - $171.24 x 3.6 = $616.46/du RESOLUTION NO. 19-068 (Exhibit A) Page 546 of 570 MFR apt - $171.24 x 2 = $342.48/du Dorm room - $171.24 x 10% = $17.12/bed Commercial - $171.24 x (1/950) x 1000 = $180.25/ksf Office - $171.24 x (1/950) x 1000 = $180.25/ksf Industrial Business Park - $171.24 x (1/1000) x 1000 = $171.24/ksf Truck Yard - $171.24 x 10% = $17.12/space Hotel - $171.24 x 10% = $17.12/room Recreational - $171.24 x 10% = $17.12/ksf Transportation Infrastructure Costs: $65,298,117 <$20,000,387> deduct roadway maintenance, Projects #166, #169 and #179 -#188 $45,297,730 total eligible Transportation Costs/129,844 = $348.86 pp This $348.86 pp is then applied to each category of use. MFR condo - $348.86 x 3.6 = $1255.89/du MFR apt - $348.86 x 2 = $697.72 Dorm room - $348.86 x 10% = $34.88/bed Commercial - $348.86 x (1/950) x 1000 = $367.22/ksf Office - $348.86 x (1/950) x1000 = $367.22/ksf Industrial Business Park - $348.86 x (1/1000) x 1000 = $348.86/ksf Truck Yard - $348.86 x 10% = $34.88/space Hotel - $348.86 x 10% = $34.88/room Recreational - $348.86 x 10% = $34.88/ksf RESOLUTION NO. 19-068 (Exhibit A) Page 547 of 570 Exhibit B Amended Schedule of Fees of the nrintnq -and aastiao of Ag&Rda49F the ❑pfil '} 29114 Gity GOUR •il Wetiva *e F'� -&epaFtm t �.�-� unable to ar. mer toe feA4 ed faa weed ila on the i� y'6 system ,�,��,, OT4TTf'4 1TCi.�J �.�OL.f47'7'�r4'G7 r�4T1 Thwer #rc�., s ---C4•-nia hent fra the ❑monda iiom 4i1 pYeeIIntlYSr1_ rT4 e Staff 4s p Fev4ng the exicfiRg Sc4e41l Fees (rtreyirausly adopted by Rer18iilti.nn 1909,3)-fef_TGTOT r�`e, if the Gy in Re Gelutirinl thwi the i;hedu1L- of �aac adlep e4-lafi-Q *&u6en 18 3C7 rhaB be -amflad to inc-4-16 e Q!Fs appFeved by the Goy f aril i� Cc,+iin a eT-apd, the amended 'r-i-sad�iju �f � � + I�'b ITTO CC$in�TTto this i3i6iTTf�1&L"I RESOLUTION NO. 19-068 (Exhibit B) Page 548 of 570 a,�aasa�■ ■ so - ■%ayvva..v a 8v811 890v. ■,►^�avai SUMMARY TABLE SHOWING FEE ADDITIONSIMODIFICATIONS V. COMMUNITY DEVELOPMENT PROPOSED NEW FEE F. Interim Development Impact Fees a, Residential MFR (Multi -Family Residential) Studio 11 Bedroom $11,200 (per unit) b- Residential MFR (Multi -Family Residential) All Other $14,000 (per unit) c. Commercial $4,371 (per 1000 sq. ft.) d. Office $3,032 (per 1000 sq. ft.) e. Dormitory $974 (per bed) f. Hotel $1,605 (per room) g- Truck Yard $694 (per truck space) h. Recreational $4,368 (per 1000 sq. ft.) i- Industrial 1 Business Park $2,439 (per 1000 sq. ft.) All Development Impact Fees include a 12% administrative fee and fees are established by factoring in costs for Traffic, Parks, Beautification, General Government Facilities, Transportation Infrastructure, Utilities and Sustainability. Some fees may not be applicable but will be determined at the time of application. "Note on Deposits: Staff time, materials and/or contracted professional services that are spent on the project are charged against the deposit. Additional money will be required if the original deposit balance falls below 20%. Failure or refusal to supplement the deposit, when requested, will cause staff and/or contracted professional services to stop processing the application and any related requests and/or paperwork. Any excess deposit money at the conclusion of the application and review process will be refunded. VERBIAGE ON DEPOSITS WAS MOVED FROM BOTTOM OF MOBILEHOME RENT REVIEW TO END OF THE V. COMMUNITY DEVELOPMENT SECTION RESOLUTION NO. 19-068 (Exhibit B) Page 549 of 570 I. GENERAL ADMINISTRATIVE 1. Records Research (non -Public Records Act related) 2. Document Printing or Copying (City records) 3. Tape/CD/DVD Copying — 4. Microfiche II. CITY CLERK 1. Agenda & Minute Mailing (face only for agenda) 2. Document Certification 3. Minutes Only (Council/Successor Agency/Housing Authority) 4. Agenda (Council/Successor Agency/Housing) 5. Complete Agenda (Council only) 6. Complete Agenda (Successor Agency/Housing Authority) 7. Municipal Code a. Copy of Carson Municipal Code (CMC) b. Annual Supplements c. Copies of Pages of CMC 8. FPPC Filings (Fair Political Practices Commission - Campaign and Conflict of Interest Statements) 9. FPPC Related Records Retrieval (for reports and statements that are five or more years old) 10. Plans & Specifications for Neighborhood Pride Program 11 Notary Services a. Acknowledgements b. Jurats c- Proofs of Execution d. Oaths & Affirmations e f. Depositions 1. Take a Deposition 2. Administer the Oath to Witness 3. Complete Jurat Certificate Photocopy of Journal Entry 12. Passport Execution Fee 13. Passport Photos 14. Lobbyist Registration Fee a. Initial FEE $55 per hour $1 first page - $0.25 per additional page $20 each $10 first document $1.50 per add'I page $175 $5 each $100 each year $75 each year $600 each year $125 each year $175 $50 each year $0.25 per page $0.10 per page $5 per request $5 $15 per signature notarized $15 per signature notarized $15 per signature notarized $15 per oath or affirmation $30 $7 $0.30 per page (line entry) $35 per application $9 for two photos $220 b, Annual $50 c. Amendment $10 15. Candidate Administrative Fee $250 a. Candidate Filing Fee $25 RESOLUTION NO. 19-068 (Exhibit B) Page 550 of 570 III. CITY TREASURER 1. Returned Check Charge plus Amount of Original Check $25 first check 2. Convenience Fee for Online Transactions 3. Credit Card Chargeback Processing Fee IV. FINANCE A. FINANCE: DIVISION 1. Comprehensive Annual Financial Report (CAFR) 2. Adopted Budget B. INFORMATION SERVICES DIVISION 1. Maps a. Stock Maps - Regular Bond (8.5" x 11") B&W b. Stock Maps - Regular Bond (11" x 17") B&W C. Stock Maps - Regular Bond (8.5" x 11") Color d. Stock Maps - Regular Bond (11" x 17") Color e. Stock Maps - Regular Bond (24" x 36") Color f. Stock Maps - Regular Bond (36" x 48") Color g. Stock Maps - Glossy Paper (8.5" x 11") Color h. Stock Maps - Glossy Paper (11" x 17") Color I. Stock Maps - Glossy Paper (24" x 36") Color j. Stock Maps - Glossy Paper (36" x 48") Color k. Custom Maps Data C, REVENUE DIVISION 1, Business License Listing a. All Businesses 1. Hard Copy 2. Mailing Labels 3. Electronic Transmission b. In -City Businesses Only 1. Hard Copy $35 for each subsequent check from same payee 2%4 of taxes due $15 — FEE $35 — — $1 $1.50 -- — — $4.50 - $8 $2 $4 $7 $13 $55 per hour $30 plus tax $65 plus tax $20 plus tax $25 plus tax 2. Mailing Labels $60 plus tax 3. Electronic Transmission $20 c. Monthly New Business Lists and Special Reports by Business Classifications. (Includes up to 2 classifications and 30 -minute set-up) 1. Hard Copy $15 for first page $1 per additional page, plus tax 2. Mailing Labels $15 for first page $2 per additional page, plus tax RESOLUTION NO. 19-068 (Exhibit B) Page 551 of 570 3_ Electronic Transmission $15 2. Processing Fee a. Determination of Public Convenience or Necessity $100 b. Out of City and Other Business Types Not Required to Pay $25 Application Fee 3. Returned Check Charge plus Amount of Original Check $25 first check $35 for each subsequent check from same payee 4 Appeal Fee $100 5 Parking Permit Fee $22 per address plus $5 per parking decal, plus $5 per replacement decal 6. Fireworks a. Sales Permit Application (for each location) $25 b. Sales Permit (each location). Fee includes $100 $225 inspection fee by Building and Safety Division c. Refundable Deposit for Site -Clearing (each location) $100 d Wholesale Permit Application (annual) $150 e. Wholesale Permit (each location) $1,530 f, Storage Application (each location) $150 g. Public Display Application (each location) $150 h. Fireworks Stand Location Transfer Request $40 Note on Refundable Deposit for Site -Clearing If the City's actual costs to clear the site exceed the $100 deposit, the permittee must pay the additional cost. 7. Burglar Alarms a. Permit - New Application $35 b. Permit - Annual Renewal $20 c_ Permit - Annual Renewal for Senior Citizen (age 60 or FREE older) and disabled persons d. Fourth and Subsequent False Alarms in a 12 -month $100 Period V. COMMUNITYDEVELOPMENT PEE A. BUILDING_ AND SAFETY DIVISION 1. Building Permits and Related Building Fees Per Carson Building Code 2, General Plan and Zoning Code Update Surcharge 8.8% of Building Permits and related building fees 3. Residential Property Reports a. Up to Two Units $150 b. Each Additional Unit over Two $25 per unit c. Condominium $100 d. Vacant Land e, Late Application f. Inspection Cancellation g. Property Remediation Agreement h. Extra Inspections (third and additional) RESOLUTION NO. 19-068 (Exhibit B) Page 552 of 570 $50 $300 $25 $150 T $100 per inspection B. HOUSING DIVISION 1. Foreclosure Registration Program a. Registration Fee $450 per parcel per year b. First Violation Fee $250 per parcel per year c. Second Violation Fee $500 per parcel per year d. Third and Subsequent Violation Fee $1,000 per parcel per yr. C. PLANNING DIVISION (Deposits for concurrent applications are 50% of the stated amounts) 1. General Plan Amendment $7,000 deposit* 2. Zone Change $7,000 deposit* 3. Zoning Ordinance Amendment $7,000 deposit* 4. Specific Plans $26,000 deposit* 5. Conditional Use Permit a. Shared Parking $2,500 b. Legal Nonconforming - Second Dwelling Unit $750 T - c. Legal Nonconforming - Vehicle Service and Repair $750 d. Residential Uses $6,000 deposit* e. Other Commercial Uses $6,000 deposit` f. Industrial Uses $6,000 deposit* g. Oil Wells $6,000 deposit* plus pass- thru of third -party _ professional service_ s h. Other Uses $6,000 deposit* 6. Variance $4,000 deposit* 7. Site Plan and Design Overlay Review (DOR) a DOR - No Public Hearing/Administrative Only $350 b. Public Hearing (Planning Commission) $10,000 deposit* c. Public Hearing (Residential 1-2 Units) $500 8. Extension of Time a. Discretionary Permits $2,500 b. Non -Conforming Privilege $6,000 9. Environmental a. Environmental Impact Report, Initial Study, Negative Actual Cost (calculated as Declaration, Mitigated Negative Declaration staff time multiplied by wage & benefit rate, plus City's out-of-pocket costs including third -party consultants) 10. Tentative Tract Map (original, revised, or vesting) $22,000 deposit" (L.A. County) plus $15,000 deposit* (City) 11. Tentative Parcel Map (original, revised, or vesting) $18,000 deposit* (L.A. County) plus $15,000 deposit* (City) 12. Development Agreement $20,000 deposit* RESOLUTION NO. 19-068 (Exhibit B) Page 553 of 570 a. Development Agreement (Oil Wells) $20,000 deposit* plus pass-thru of third party professional services 13. Lot Line Adjustment $1,000 14. Mobile Home Relocation Impact Report/Extension a, Application Processing $7,500 plus $100 per unit b. Extension of Time $1,000 c. Modification $2,000 plus $100 per unit 15. Relocation Review $4,500 deposit* 16. Certificate of Compliafice Review $500 17. Parcel Merger Review $1,000 18. Bond Processing/Release $150 19. Appeal $500 or half of the original filing fee not to exceed $2,500, whichever 'is greater 20. Modification of Conditions of Discretionary $1,500 plus pass-thru of Permit - Minor (no public hearing) third -party professional services 21_ Modification of Conditions of Discretionary Original filing fee not to Permit - Major (public hearing) exceed $2,500 22. Interpretation of Zoning Ordinance $4.100 deposit* 23. Minor Research/Zoning Compliance Letter $75 each (one hour maximum) 24. Major Research/Zoning Compliance Letter $1,700 deposit* (reproduction costs not included) 25. Temporary Use Permits (sidewalk, parking lot & tent sales) $50 26. Permit (streamers, banners, pennants & similar displays) $50 27. Pre -Application Review $150 a_ Singe Family Units $150 b. All Others $1,500 deposit* 28. Plot Plan Review $150 29. Sign Permits $75 per sign a, Real Estate Signs $30 per event 30. Sign Program 31. Good Neighbor Compliance (Oil Wells) D. MOBILE HOME RENT REVIEW 1. Mailing Labels for Mobile Home Park Parcels 2, Mobile Home Park Application Fee for Capital Improvement Rent Increases 3. Postage for Mailing Four (4) Notices to Each Park Resident and Mobile Home 4. Application Fee for Park Rent Increase (CPI Adjustment) RESOLUTION NO. 19-068 (Exhibit B) Page 554 of 570 $250 $10,500 deposit* plus pass-thru of third -party professional services $10 first page $5 each additional page $50 maximum $13,000 deposit* Postage x four notices x number of park spaces + owner(s) $225 r a. Printing/Postage of Rent Increase Letter- Per Space 5. Fair Return Application E. Cannabis Permits 1. a. Commercial Operation Permit (one-year permit) b. Commercial Operation Permit Renewal (one- year permit) F $2 - $30,000 deposit' $25,000 minimum deposit', as determined by the Community Development Director $25,000 minimum deposit', as determined by the Community Development Director 2. Personal Cultivation Permit (two-year permit) a. Registration Fee $213 b. Re -Inspection Fee $151 3. Classroom Education Workshop (per participant) Interim Development Impact Fees a. Residential MFR (Multi -Family Residential) Studio / 1 Bedroom b. Residential MFR (Multi -Family Residential) All Other c. Commercial d. Office e. Dormitory f. Hotel g. Truck Yard M h, Recreational i. Industrial 1 Business Park $11 $11,200 (per unit) $14,000 (per unit) $4,371 (per 1000 sq. ft.) $3,032 (per 1000 sq. ft.) $974 (per bed) $1,605 (per room) $694 (per truck space) $4,368 (per 1000 sq. ft.) $2,439 (per 1000 sq. ft.) All Development Impact Fees include a 12% administrative fee and fees are established by factoring in costs for Traffic, Parks, Beautification, General Government Facilities, Transportation Infrastructure, Utilities and Sustainability. Some fees may not be applicable but will be determined at the time of application. 'Note on Deposits: Staff time, materials and/or contracted professional services that are spent on the project are charged against the deposit. Additional money will be required if the original deposit balance falls below 20%. Failure or refusal to supplement the deposit, when requested, will cause staff and/or contracted professional services to stop processing the application and any related requests and/or paperwork. Any excess deposit money at the conclusion of the application and review process will be refunded. VI. PUBLIC WORKS A. ENGINEERING 1. Construction/Excavation/Encroachment Permit a. Permit Issuance Fee b. Street Closure (Block Party) - Permit Issuance Fee c. Engineering Construction Inspection RESOLUTION NO. 19-068 (Exhibit B) Page 555 of 570 FEE $155 - - $100 plus, $200 refundable deposit for barricades $215 (minimum 2 hours of work), plus $107.50 for each additional hour d. Slurry Seal Program 2. Construction Plan Check 3, Plan Check by L,A. County 4. Landscaped Median Cash -in -Lieu Fee 5. Document Reproduction on 24" x 36" 6 Traffic Study Reviews 7. Street Vacations B. Refuse Receptacle Permit 9. NPDES Inspection and Re -inspection Fee (National Pollutant Discharge Elimination System) a. Industrial b. Auto -Related c. Retail Gas Outlet __w-- d. Restaurant e. Nursery $1,350 minimum for 1st location up to 3,000 square foot. Additional areas are $0.45 per square foot. $675 (minimum 6 hours of work), plus $112.50 for each additional hour, plus City's actual out-of-pocket third party costs L.A. County fee plus, 30% for City administrative costs $20 per square foot $10 per sheet Minimum $450, plus City's actual cost that exceeds the minimum (calculated as staff time multiplied by wage & benefit rate, plus City's out-of-pocket costs including third -party consultants) $1,200 plus publication cost $100 $124 per inspection $117 per inspection $117 per inspection $65 per inspection $120 per inspection Vii. COMMUNITY SERVICES— A. ERVICES_A. COMMUNITY CENTER --- — -- NOTE- — -- •Ali room rental fees are listed by the hour. There is a two (2) hour minimum for all room rentals. *An additional 10% surcharge will be added to all facility rentals to fund Facility Repairs and Maintenance. •All Community Center Room Floor Plan Change Fee - cost for all floor plan changes are charged at staff cost (staff time multiplied by wage & benefit rate). *Room Deposits $500 refundable security deposit for Halls A- B, C, and Carson Dominguez RESOLUTION NO- 19-068 (Exhibit B) Page 556 of 570 $250 refundable security deposit for all other Community Center rooms Full = Regular Rate Res = Resident Rate 1. Room Rental Rates NP = Nonprofit Rate OT = Overtime FEE a. Community Center (Resident rate for rooms A, Full NP Res. B, C (items 1-5) is only available Monday - 1. Lounge $165 Thursday. Friday -Sunday resident rental rate is $83 $350 2. the full rate) $50 $35 $25 1. Entire Room $230 $161 $115 2. AB or BC $194 $136 $97 3. A or C $158 $111 $79 $350 Full NP Res. 4. B only $173 $121 $86 5. Patio Area $86 $60 $43 6. Dressing Room $72 $50 $36 7. Atrium $86 $60 $43 OT $400 -- $350 $350 OT $350 $350 $350 $350 b. West Wing 1. Lounge $165 $116 $83 $350 2. Multi -Purpose Room 111 $50 $35 $25 $350 3. 107 ABC $72 $50 $36 $350 4. 107 AB or BC $58 $40 $29 $350 5. 107 A, B, or C $43 $30 $22 $350 6. Patio Area $43 $30 $22 $350 c. Second Floor 1. Executive Conference Room 212 $43 $30 $22 $350 2. 209 AB - -— - $43 $30 $22 $350 - 3. 209A or 209B only $29 $20 $14 $350 4. Room 206 $36 $25 $18 $350 5. Dance Room $65 $45 $32 $350 d. East Wing 1. Carson and Dominquez (Resident rate $187 $131 $93 $350 for Carson/Dominquez room is only available Monday Thursday. Friday - Sunday resident rental rate is the full rate.) 2. Adult Activity $101 $70 $50 $350 3. Adult Lounge $58 $40 $29 $350 4. International Room - 132 A and B $50 $35 $25 $350 5. International Room A or B only $43 $30 $22 $350 6. Meeting Room 133C $36 $25 $18 $350 7. 122 ABC — -- _ $65 $45 $32 $350 8. 122 AB or BC $58 $40 $29 $350 9. 122 A, B, or C $43 $30 $22 $350 RESOLUTION NO. 19-068 (Exhibit B) Page 557 of 570 10. Patio Area $43 $30 $22 e. Community Center Rehearsal Rooms (All room rental fees are listed by the hour. There is a two (2) hour minimum for all room rentals) 1. Entire Room $86 $60 2. A and B or B and C $72 $50 3. A or C $58 $40 4. B only $65 $45 f. Wedding Package (Includes items 1-6) Wedding floor -plan changes - the wedding package fee includes one floor plan change 1. Community Hall (Patio A or Soka Garden) 2. Dressing/Holding Room for Bride and Groom 3. Red Iron Archway 47 Fabric Lace Aisle Runner 5. 150 Folding White Samsonite Chairs 6. Powered Speaker Package Community Center Discounted Room Rental Rates $43 $36 $29 $32 $350 $350 $350 $350 $350 FEE $300 for Residents $400 for Non -Residents Non -Profit Rate (discount rate equal to 70% of full rate). Applies to local non-profit agencies typically organizations that are designated as 501(c)(3) and whose membership consist of 75% or more Carson residents or can show proof that services rendered or participation at a specific event includes 75% or more Carson residents. Resident Rate (discount rate equal to 50% of full rate)_ Resident must be the applicant, show proof of residency and must be present at all times during the event. Government Rate. Minimum rate of $250 for 1-500 attendees, or $500 for 501 or more attendees. Renter w#1 also pay City's actual staff time multiplied by the rate of wages and benefits, plus the City's out- of-pocket costs. Flat Rate. Rate of $40 per month for non-profit 501 (c)(3) Carson -based organizations as defined above; with less than 30 attendees who meet for no more than two (2) hours, once per month. 2. Joseph B. Jr and Mary Anne O'Neal Stroke Center a. Stroke Center Voluntary Annual Registration/Donation 3. Equipment Rental a_ 3-1_egged Easels T b. Archway c. Canopy (Premium 20'x40' supplied by 3rd party caterer) d. White Folding Chairs e. Chalkboard f. Coat Rack g. Dance Floors RESOLUTION NO. 19-068 (Exhibit B) Page 558 of 570 No Charge for Residents $70 monthly for Non -Residents $30 FEE $29 each $98 each $431 each $1 each $23 each $35 each 1. Room 107,122 (12'x 12') $230 each 2. Adult Activity Room (12' x 16) $259 each 3. Carson/Dominguez (18' x 24') $345 each 4. Hall A or C (15'x 20') $288 each 5. Hall B (15'x 24') $316 each 6. Hall AB or BC or ABC (18' x 32') $460 each Days 7. Hall ABC (27'x 32') $690 each 1. 2 days 8. Hall B (45'x 44') $1,265 each $34 h. Flip Chart Easels $58 each $42 i. Piano $173 each j. Lectern $35 each l k. Stages (24" or 36") $46 each I. Risers (8") $46 each m. Tablecloths $6 each n. Tables - 1. 60" round $13 each 2. 6' x 30" rectangle $13 each 3. 6' x 18" rectangle $14 each o. LCD Projector $230 each Additional Community Center Audio -Visual equipment and fees vary by request and are a direct pass- thru of the actual amounts charged by the City's contracted third -party vendor. Times 4. Security a. In -House 1. Regular Rate 2. Overtime b. Sheriff Deputies (2 deputies with a 4 -hour minimum) 5. Parking Lot Rental 6. East Lawn $40 per hour $61 per hour $180 per hour $10 per stall $250 per event VII._ COMMUNITY SERVICES B. RECREATION AND HUMAN SERVICES 1. Early Childhood (rates are per child 1 Half Days 8 am to 12 pm OR 1 pm to 5 pm) a. Park Facilities Days Resident Non -Res 1. 2 days T, Thurs $30 $34 2. 3 days M, W, F $42 $50 3. 5 days Mon -Fri $67 $84-- b. Community Center 1. 2 days T, Thurs $30 $34 2. 3 days M, W, F $42 $50 3. 5 days Mon -Fri $67 $84 All Day Program Monday - Friday Times Resident Non -Res. - 8am - 5pm $141 $166 lam - 5pm $162 $191 8am - 6pm $162 $191 RESOLUTION NO. 19-068 (Exhibit B) Page 559 of 570 c. Others 1. Yearly Registration Fee 2. Late Pick-up Fee 3. Late Tuition Payment 2. Santa Sleigh (15 -minute private visit) 3. Special Interest Classes a. First Time Home Buyers b Aerobics c. Art Class Youth Art class Adult d_ Balloon Decorating e_ Belly Dancing f. Body Conditioning g_ Candle Making h. Community CPR i. Community CPR & First Aid j, Community First Aid k, Computer Classes I. Dance for Kids (Ballet & Jazz) m. Finding a Foreclosure Property n. Flower Decorating o. Golf p. Guitar q. Hawaiian Dance r. International Cooking s. Karate for Kids t Learning Trails Tutoring u, Mexican Folk Dance v. Parent/Family/Child Care w. Piano x. Polynesian Dance y. Property Grants and Loans z. Qualifying for a Home Loan aa. Quilt Making lam - 6pm $175 $206 $95 $106 per minute $1 $1 per day $10 $10 $35 Duration Resident Non -Res. Materials 1 class $20 $30 $5 10 classes $30 $40 NIA 4 classes $15 $20 TBD 4 classes $20 $25 TBD 4 classes $50 $60 $25 4 ctasses $25 $30 NIA 10 classes $30 $40 NIA 1 class $45 $50 $15 1 class $25 $30 $27 2 classes $46 $55 $46 1 class $35 $30 $19 5 classes $75 $85 NIA Duration Resident Non -Res- Materials 8 classes $50 $60 NIA 1 class $15 $20 $5 6 classes $50 $60 $15 per wk, 4 classes $89 $99 NIA 4 classes $45 $50 NIA 4 classes $37 $47 NIA 4 classes $30 $40 $10 8 classes $55 $65 NIA 1 class $15 $25 NIA 8 classes $25 $35 NIA 10 classes $50 $60 $20 4 classes $65 $75 NIA 4 classes $40 $50 NIA 1 class $10 $22 NIA 1 class $20 $22 NIA 1 class $50 $60 $40 per kit bb. Salsa Dancing 6 classes $35 $45 NIA cc. Self -Defense 8 classes $55 $65 NIA dd. Sign Language 6 classes $40 ' $50 NIA ee. Small Business 3 classes $85 $95 NIA ff. Spa Experience gg. Theater Class hh. Voice ii. vvooa Aruuarving 1 class $45 $55 $15 4 classes $35 $60 NIA 4 classes $36 $46 NIA 6 classes $30 $40 NIA RESOLUTION NO. 19-068 (Exhibit B) Page 560 of 570 h, Yoga (Hatha) �kk. Yoga (Kundalini) II. 2umba 4- Social Services a. Senior Recreation Special Events 1. Valentine's Day 2. Las Vegas Luncheon 3. Halloween Luncheon 4. Christmas Breakfast b. Special Needs Events 1. Prom Dinner Dance 2. Thanksgiving Dinner Dance 3. Christmas Dinner Dance 4, Special Needs Excursions 8 classes $80 $90 NIA 10 classes $50 $60 NIA 5 classes $30 $35 NIA Resident Non -Res. $15 $25 $15 $25 $15 $25 $15 $25 $20 $30 $20 $30 $20 $30 Prices vary (Admission + City's actual cost of bus, divided by maximum number of participants). Residents receive 50% discount on cost of bus only. 5. Carson Day Camp - Summer (all prices are per week Monday - Friday) Early Drop -Off (7 - 9 am) Resident Non -Res. a. 1st Child $20 $40 b. 2nd Child $14 c. 3rd Child Late Pick -Up (5 - 6 pm) Y. LIIY VIIIIV c. 3rd Child Regular Program Monday - Friday (9 am - 5 pm) a. 1st Child --b. 2nd Child ----- c. 3rd Child 6. Carson Kids Club (all prices are per week; 2:30 pm to 6 pm) $12 $40 $40 Resident Non -Res $50 $10 $20 $6 $20 $4 $20 $60 $80 $55 $80 $52 $80 a. 1st Child $50 b. 2nd Child $45 c. 3rd Child $40 d. Late Pick -Up 15 to 30 minutes late $8 31 to 60 minutes late $15 j e. Late Payment $5 f. Backpack and T -Shirt (Carson Day Camp only) $15 g. Earthquake Kit and T -Shirt (Carson Kids Club only) $20 7. Enrichment Programs Duration a. Math Program 10 weeks Tb. Golf Program 10 weeks c. Voice/Drama Class 10 weeks RESOLUTION NO. 19-068 (Exhibit B) Page 561 of 570 $60 $60 $60 $8 $15 $5 per day $15 per year $29 per year Resident Non -Res $30 $40 -- — $51 $61 -- $25 $35 d. Dance Program 10 weeks $38 $48 e. Cheer Program 10 weeks $38 $48 f. Tennis Program 6 weeks $29 $39 g. Read Program (includes reading materials) 10 weeks $60 $70 h. SNAG (Starting New at Golf) Program 10 weeks $39 $49 i. Carsom Day Camp/Pupil Free e. Recreation Swim $15 $25 j. 3 N 1 Program (dance, theater, and music) $1 $59 $69 B. Aquatics Program a. Swimming Lessons MIWIF 1. Adults $60 $90 2, 1st Child $55 $83 3. 2nd Child — - ---- $52 $78 4, 3rd Child $49 $74 Tue/Thurs 1, Adults $47 $71 2, 1st Child $42 $63 3, 2nd Child T $40 $60 4, 3rd Child $38 $57 Saturday 1. Adults $53 $80 2. 1st Child $48 $72 3. 2nd Child $46 $69 4. 3rd Child $44 $66 b. C. Private Swim Lessons (4 lessons 50 -minutes each) Resident 1, One Participant $150 2. Two Participants $225 Adult Programming 1. Aqua Aerobics $6 2. Aqua Aerobics - Veterans Sports Complex member FREE 3. Lap Swim $4 Non -Res $225 $338 $6 FREE $6 4. Lap Swim - Veterans Sports Complex member FREE FREE 5. Senior Program $4 $6 d. Aquatic Teams 1. Swim Teams $250 $375 2. Water Polo $200 $300 3. Synchronize $160 $240 4. Dive Team $180 $270 5. Junior Guards $200 $300 6. Allini Guards $160 $240 e. Recreation Swim 1. Carson & Scott Parks $1 $1 2. Dominguez & Hemingway Parks $2 $2 f. Aquatic Passes 1. Recreation Swim - 25 uses RESOLUTION NO. 19.068 (Exhibit B) Page 562 of 570 $50 $75 2. Aqua Aerobics -15 uses 3. Lap Swim - 15 uses g. Events 1. Treasure Island (Rec Swim) -2 hours 2. Aquatic Workshop 9. Pool Rental $60 — $90 $50 $75 $6 $9 $5 $5 a. Carson & Scott Pools Duration Resident Private 1. Plan A (1 - 75 persons) First 2 hrs. $150 $300 Each add'I Each add'i $50 $100 Each WWI hr. $100 2. Plan B (76 -150 persons) First 2'-hrs. $175 $350 c. Dominguez & Hemingway Aquatic Center (with slides) Each add'I $58 $115 Plan A (1 - 75 persons) hr. $225 $450 3. Plan C (150 to capacity) First 2 hrs. $213 $425 $200 Each add'I $68 $135 hr. 2. Plan B (76 -150 persons) b. Dominguez & Hemingway Aquatic Center (no slides) $500 1. Plan A (1 - 75 persons) First 2 hrs. $163 $325 Each add'I $50 $100 hr. Plan C (150 to capacity) First 2 hrs. 2. Plan B (76 -150 persons) 3. Plan C (150 to capacity) t-irst z nrs. $1 /5 Each add'I $58 hr. 4. First 2 hrs. $228 Each add'I $65 hr. $350 $115 $450 $130 d. Anderson, Calas, Dolphin, Mills Parks 1. Splash Pads First 4 hrs. $80 Each add'I $25 hr. 10. Aqua Camp a. One Week (7 hours per day for 5 days) 11, Youth Sports Registration RESOLUTION NO. 19-068 (Exhibit B) Page 563 of 570 NP $210 $70 $245 $81 $298 $95 $228 $70 $245 $81 $315 $91 $175 — - $70 $315 $140 $350 $123 $455 $175 $160 $112 $50 $35 Resident Non -Res. $160 $185 Duration Resident Private 4. Zero -depth pool with spray First 2 hrs. $125 $250 Each WWI $50 $100 hr. c. Dominguez & Hemingway Aquatic Center (with slides) 1. Plan A (1 - 75 persons) First 2 hrs. $225 $450 Each add'I $100 $200 hr. 2. Plan B (76 -150 persons) First 2 hrs. $250 $500 Each add'I $88 $175 hr. 3. Plan C (150 to capacity) First 2 hrs. $325 $650 Each add'I $125 $250 hr. d. Anderson, Calas, Dolphin, Mills Parks 1. Splash Pads First 4 hrs. $80 Each add'I $25 hr. 10. Aqua Camp a. One Week (7 hours per day for 5 days) 11, Youth Sports Registration RESOLUTION NO. 19-068 (Exhibit B) Page 563 of 570 NP $210 $70 $245 $81 $298 $95 $228 $70 $245 $81 $315 $91 $175 — - $70 $315 $140 $350 $123 $455 $175 $160 $112 $50 $35 Resident Non -Res. $160 $185 8. Flag Football & Soccer (National Assoc. of Youth Sports (NAYS) fee not included) 1, 1st Child $25 $58 2. 2nd Child $25 $58 3. 3rd Child $25 $58 b. Baseball, Softball & Basketball (National Assoc. of Youth Sports (NAYS) fee not included) 1, 1st Child $25 $68 2, 2nd Child $25 $68 3. 3rd Child T� $25 $68 12_ Adult Sports a. Men's Softball 1. Regular $420 $479 2. Short Season $335 $380 3. Tournament $260 $290 L Women's Softball 1. Regular $355 $405 2 Short Season $300 $335 3 Tou rnament $240 $270 c. Co-ed Softball 1- Regular $420 $479 2 Short Season $335 $380 3. Tournament $260 $290 d. Senior Softball 1. Regular $315 $355 2. Tournament $260 $290 e. Men's Flag Football 1. Regular - 8 players $370 $420 2. Regular - 4 players $270 $305 Resident Non -Res. 3. Short Season - 8 playe{s $335 $380 4, Tournament - 8 players $465 $530 5. Tournament - 4 players $270 $305 f. Women's Flag Football 1. Regular - 8 players $315 $350 Men's Basketball] 1. Regular $380 $430 2. Short Season $315 $355 3. Tournament $380 $430 h. Women's Basketball 1, Regular $335 $380 2, Short Season $270 $305 3, Tournament $250 $280 i. Men's Baseball 1, Regular $440 $505 2. Short Season (10 games) $355 $405 3 Short Season (8 games) $325 $370 RESOLUTION NO. 19-068 (Exhibit B) Page 564 of 570 j. Men's Soccer 1 Regular -11 players $350 $400 2 Regular -8 players $265 $300 3. Tournament -11 players $225 $250 4. Tournament - 8 players $225 $250 k. Cricket League $310 $350 13. Veterans Sports Complex (10% discount for Veterans) -ANNUAL MEMBERSHIP ONLY a. Membership Term Registration Registration Resident Non -Resident Resident New Non -Resident Resident New Non- Renewal Renewal Member New Member Member Resident Member Member New Member 1. Annual Individual $36 $48 $211 $248 $281 $330 Family $60 $72 $319 $377 $426 $502 Youth/Sr. $24 $36 $127 $149 $169 $198 Citizen 2. 30 -Day Guest Individual $12 $24 $30 $42 $41 $53 Family $18 $30 $54 $66 $72 $84 Youth/Sr. $6 $18 $24 $36 $30 $42 Citizen _ 3. Annual Corporate -Individual (minimum $180 $216 $240 $270 5 employees) b. Daily Guest Non -Prime Time Prime Time (6 am - 2:59 pm) (3 pm - closing) 1. Fitness Orientation Resident Non -Res. Resident Non -Res. ($10 administrative fee in addition to class fee) Individual (16 & over) $6 $7 $12 $24 C. Personal Training Packages (available to Resident Non -Res. members only) 1. Basic (5 sessions @ 30 -min each) $36 $48 2. Premium (7 sessions @ 30 -min each) $60 $72 3. Elite (includes nutrition package and 10 sessions @ $72 $84 60 -min each) d. Nutritionist (per session and for members only) $36 $48 NOTE: Members in good standing are permitted free use of Stevenson Community Center, Boxing Center, and Aquatics Recreation and Lap Swim. Non -Prime Time Prime Time (6 am - 2:59 pm) (3 pm - closing) e. Gym Rental Res. Non -Profit Private Res. Non -Profit Private 1. Large Court Full Court $90 $126 $180 $240 $210 $300 Half Court $84 $84 $120 $150 $126 $180 RESOLUTION NO. 19-068 (Exhibit 8) Page 565 of 570 2. Small Court $52 $72 (multi-purpose) 3. Bleachers (per $64 $89 side) 4. Racquet -ball $13 $18 (per court/per hour) 5. Parking Lot $120 $168 (north end) 14. Carson & Stevenson Community Center a. Annual Membership 1. Adult (18 years & over) 2. Family (not to exceed 4 people) 3. Youth (16& 17 years old) b. Monthly Membership 1. Adult (18 years & over) 2. Family (not to exceed 4 people) 3. Youth (16 & 17 years old) c. Daily Membership 1. Adult (18 years & over) 2. Family (not to exceed 4 people) 3. Youth (16 & 17 years old) 15. Carson, Stevenson & Scott $102 $120 $126 $120 $26 $24 $240 $180 $108 $162 $89 $126 $38 $54 $168 Resident $100 $150 NIA $240 n Non -Res. $120 $176 NIA $10 $20 $25 $35 NIA NIA $2 $4 NIA NIA $1 $1.25 Non -Prime Time Prime Time (6 am - 2;59 pm) (3 pm - closing) a. Gym Rental Res. Non -Profit Private Res- Non -Profit Private 1. Full Court $58 $81 $115 $86 $121 $173 2. Half Court $29 $52 $58 $44 $61 $86 b. Room Rental $427 Non -Profit Private 1. Stevenson/Scott $21 $37 $40 Rooms Non -Res. $30 $40 2. Carson Rooms $49 $69 $98 c- Kitchen Res. Non -Profit Private 1. Rate $40 $53 $75 2. Deposit $50 $50 $50 16. Boxing Center - Monthly Rates a. Adults (18 Years & over) b. Youth (8 -17 years) Boxing Center - Daily Rates a- Adults (18 Years & over) b- Youth (8 -17 years) 17. Parks and Recreation Facilities (An additional 10% surcharge will be added to all facility rentals to fund Facility Repairs and Maintenance.) a. Community Room (per hour) b. Large Community Rm (per hour) Res. $29 $44 $29 $40 $58 $63 Res. $58 $50 Non - Profit $40 $61 RESOLUTION NO, 19-068 (Exhibit B) Page 566 of 570 $89 $427 Non -Profit Private $81 $127 $50 $50 Resident Non -Res. $30 $40 $20 $35 $8 - - - $9 - $4 $9 Private Deposit $58 $100 $58 $100 J c. Activity Room (per hour) d. Large Recreation Rm (per hour) e. Recreation Staff (per hour) 1. Staff f. Baseball Diamonds, Soccer and Football Fields 1. Fields (per hour) 2. Field with lights (per hour) g. Outside Basketball Court 1. Court (per hour) 2. Court with lights (per hour) h. Tennis Court 1. Court (per hour) 2. Court with lights (per hour) i. Kitchen Rental (per day) j. Picnic Shelters (per day) k. Additional Staff - 5 hr. minimum @ $18 per hour I. Grass Open Area Capacity Group Size 1 1-100 2._ 101 -200 3. 201 -300 4. 301-500 5. 501 - 1,000 6. 1,001 -2,000 m. Baseball Diamond/Athletic Field 1. 9:00 am - 5:00 pm (all day) 2. 9:00 am - 5:00 pm (hourly) 3. Chalking 18, Equipment Rental a. Deposit (on all rentals except sinks) b. B -B -Q 1. Little Chuck 2. Pool Parties Only c. Barricades d. Canopy 1. 10' x 10' 2. 20'x 40' 3. Easy -Up e. Chairs 1. Brown metal folding 2. White or Blue folding f. Cotton Candy Machine with Cart $29 $40 $46 $100 $29 $40 $46 -- $100 — -- $18 $18 $18 --- --- -- ---- $23 $32 $46 $100 $45 _ $61 $86 $100 $12 - _ $16 $23 — - - $17 $24 $35 $12 $17 $44 $63 $90 $16 $23 $24 $35 $61 $86 $89 $127 $90 $90 $58 $81 $115 $86 $121 $173 $115 $161 $230 $173 $242 $345 $230 $322 $460 $288 $403 $575 $115 $161 $23 $32 $36 $36 RESOLUTION NO. 19-068 (Exhibit 8) Page 567 of 570 $230 $46 $36 - - $173 each $58 each 't 8 each $144 each $201 each $46 each $1 each $1 each $58 each $200 $300 $400- ---- - - $500 $150 $150 $125 g. Parking Lot Fee/Filming $500 each h. Lectern $86 each L Popcorn Machine with Cart $58 each j. Raffle Drum $23 each k. Snow Cone Machine with Cart $58 each Y I. Stage - 4' x 6' $23 each m. Stage Stairs $23 each n. Table Covers $6 each o. Table Linen (8' white or blue) $12 each p. Table Skirting (8' white) $12 each q. Tables 1. Cocktail $8 each 2. 6''_B Wr �q ­ue t $12 each 3. 8' Banquet $14 each 4. Small Round $12 each 5_ Large Round $17 each 6, 18' Testing $12 each r. Staff Fee (1 staff member from 9 am - 5 pm) $18 per hr. s. Staff Fee (2 staff members from 5 pm - 9 pm) $36 per hr. L. Generator 1. Small $58 each 2. Large $104 each 19_ Sinks Deposit a. Small Sink $173 $200 b. Medium Sink $230 $200 c_ Large Sink on Trailer $288 $200 20. Security a. Sheriff Deputies (2 deputies with 4 -hour minimum) 21. Souvenir Booklet Ad Prices a. Full Page (color) b. Full Page (black/white) Y c. Inside Front or Back Cover (color or black/white) d. Outside Back Cover (color or black/white) e. Half Page (color) f. Half Page (black/white) g. Quarter Page (black/white) h. Quarter Page (color) i. Half Page (color) $180 per hour RATE $325 $200 $500 $1,000 $175 $125 $75 $100 $175 j. Half Page (black/white) $125 k. Business Card (black/white) $35 1. Name Only $25 C. TRANSPORTATION 1. Group Excursions COST a. One -Day Actual cost of admissions, tickets, and other City out-of-pocket costs, plus City's actual cost for bus, divided by maximum number of participants. Residents receive 50% discount on cost of bus. RESOLUTION NO. 19-068 (Exhibit B) Page 568 of 570 b. Overnight Actual cost of admissions, hotel rooms, tickets, and other City out-of-pocket costs, plus City's actual cost for bus, divided by maximum number of participants. Residents receive 50% discount on cost of bus. Note: No refund for excursion fees unless event is cancelled by the City of Carson. 2. Public Transportation COST Seniors (60 years and over) must show valid identification when boarding a. Carson Circuit 1. Seniors and Disabled Persons 2. Transfer to Other Circuit Routes 3. Individuals over 5 years of age 4. Transfers to Regional Bus or Rail Lines 5. Interchangeable Monthly Pass - Unlimited Rides b. North/South Shuttle 1. Seniors and Disabled Persons 2. Transfer to Other Circuit Routes 3. Individuals over 5 years of age 4. Transfers to Regional Bus or Rail Lines 5. Interchangeable Monthly Pass - Unlimited Rides c. Dial -A -Ride FREE FREE - - --.. - -$0.25 - --� - -- - - - $30 - - FREE FREE $0.25 $30 1. Per One-way Trip $2 per one-way trip with maximum of $20 per trip on meter. If trip exceeds $20, user must pay balance posted on meter. 2. Maximum Purchased within a 30 -day period $40 3. City -Issued Photo I.D. Card $10 4. Photo I.D. Card Replacement $10 VIII. PUBLIC SAFETY FINE 1. Administrative Tow Fee $200 2. Parking Violation Fees �. a. Carson Municipal Code 1. 3251.1 - Parking Space Markings $45 2. 3251.3 - No Parking/Posted Sign/Markings $45 3. 3251.5 - Repairing Vehicle on Street $45 4. 3251.6 - Parking Time Limits $45 5. 3251.7- No Parking (Street Sweeping) $45 6. 3251.8 - Parking in Parkway $45 7. 3251.9 - Parking PrivatelPublic Property without Consent $45 8. 3252.2 - Alley Parking $45 _ 9. 3254.1 - Parking a Disconnected Trailer $45 10. 3254.2 - Truck Parking Prohibited $100 3. Late Payment is Double the Amount of Initial Fee. Late payment penalty is added to the base violation. 4. Copy of Notice of Parking Violation (California Vehicle Code $2 Section 40206.5) RESOLUTION NO. 19-068 (Exhibit B) Page 569 of 570 Note: The total parking penalty includes the base violation fee, any late payment penalty, and may include other administrative fees, assessments and costs of collection, as provided by law pursuant to California Vehicle Code Section 40200.4(f). 5. Youth Services Programs a. Anger Management for Teens b. Drug/Alcohol Awareness Program c. Carson Parent Project d. Youth and the Law e. Community Services RESOLUTION NO. 19-068 (Exhibit B) Page 570 of 570 Resident Non -Res. $40 $50 $60 $70 $60 $70 $60 T$70 $50� ---$75--• ---