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23 Traffic Study Knight E/A, Inc. 221 North LaSalle Street Suite 300 Chicago, IL 60601 CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study Prepared for: Encore Car Wash, LLC June 2020 US 30 / Spangler Road Car Wash i June 2020 TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................ 1 1 – INTRODUCTION .................................................................................................................. 3 2 – EXISTING CONDITIONS ...................................................................................................... 6 2.1 Study Area ................................................................................................................... 6 2.2 Existing Roadway Characteristics ............................................................................. 6 2.3 Traffic Count Data ....................................................................................................... 8 3 – PROPOSED REDEVELOPMENT AND PROJECTED CONDITIONS ............................... 11 3.1 Proposed Site and Development ............................................................................. 11 3.2 Site Access, Circulation, and Queuing .................................................................... 11 3.3 Trip Generation, Distribution and Assignment ....................................................... 13 3.4 Projected Traffic Conditions .................................................................................... 16 4 – TRAFFIC ANALYSIS AND RECOMMENDATIONS ........................................................... 21 4.1 Analysis Procedure .................................................................................................. 21 4.2 Discussion of Operations ......................................................................................... 26 4.3 Proposed Circulation and Queuing ......................................................................... 26 5 – CONCLUSIONS AND RECOMMENDATIONS ................................................................... 27 US 30 / Spangler Road Car Wash Page 1 June 2020 EXECUTIVE SUMMARY Knight E/A, Inc. (Knight) was retained by Encore Car Wash, LLC to prepare a traffic impact study for a car wash to be located in the southwest corner of the intersection of US 30 with Spangler Road in Plainfield, Illinois. The site is bounded by US 30 to the north, Spangler Road to the east, the Winding Creek residential subdivision to the south, and the Crest Creek Plaza retail center to the west. The site is proposed to provide one car wash tunnel with four pay stations/queuing lanes able to accommodate at least 44 vehicles as well as provide 36 vacuum parking spaces and 12 regular parking spaces. Access to the car wash will be provided via a right-in/right-out access drive off US 30, a full access driveway off Spangler Road, and cross access to the Crest Creek Plaza. The Crest Creek Plaza access drive currently provides outbound left- and right-turn lanes with a two-way left-turn lane on US 30. A portion of this site will remain vacant for future development. To understand and evaluate the traffic operations of the surrounding roadway network, the following intersections were included in the study area.  US 30 with I-55 Frontage Road  US 30 with Spangler Road  US 30 with the Crest Creek Plaza Access Drive Due to the COVID-19 Pandemic and “stay-at-home” order, Knight was unable to collect accurate data at the study intersections. Vehicular, pedestrian, and bicycle traffic counts were obtained with IDOT and Village permission from a previous traffic impact study for The Boulevard Development for the intersection of US 30 with the I-55 Frontage Road. The unsignalized intersections were based on trip generation data and adjusted 2020 traffic counts. Recommendations and vehicle trip generation from The Boulevard traffic impact study were included in the analysis to reflect future conditions in the area. Vehicle trips were then estimated for the car wash and distributed over the roadway network in order to determine the projected traffic operations for the area. The existing and projected traffic operations were analyzed using the Synchro/SimTraffic 10.0 traffic capacity analysis and simulation software. Based on the results of the analysis and observations of the study area, the following recommendations and conclusions were determined.  Due to the irregularities in traffic caused by the COVID-19 Pandemic and “stay-at-home” order, the analysis utilized 2019 traffic counts and other methodology to reflect typical peak hour traffic data.  Improvements/modifications recommended in the traffic impact study for The Boulevard Development were utilized to analyze projected conditions. These resulted in acceptable Levels of Service (LOS) and will adequately accommodate the projected traffic volumes in the area.  The previous recommendation to provide a southbound right-turn overlap phase at the intersection of US 30 with the I-55 Frontage Road/Boulevard Access Drive (Village Boulevard) conflicts with the need to accommodate U-turns during the eastbound left-turn protected phase. In order to rectify this, the southbound right-turn overlap phase should be disabled or regulatory signage ‘U-TURN YIELD TO RIGHT TURN’ (MUTCD R10-16) should be provided to require U- turns to yield to right turning traffic. US 30 / Spangler Road Car Wash Page 2 June 2020  The provision of the two-way left-turn lane and platooning of traffic due to the coordinated signal system along US 30 will improve the operations of unsignalized intersections under existing and projected conditions.  Access to the site will be provided by a right-in/right-out access drive on US 30, a full access drive on Spangler Road, and a cross-access connection to the Crest Creek Plaza full access drive. All proposed access driveways will provide one inbound lane and one outbound lane with outbound movements under stop sign control.  The access drives operate at acceptable levels of service. Benefits from dispersing the traffic between its three access drives reduce delays and minimize queuing and blockage.  The site will accommodate approximately 44 queued vehicles within the staging area without impacting internal circulation or the operation of any of the access drives. The site’s four pay stations/queuing lanes will provide adequate capacity to prevent queues from spilling out onto the internal circulation drives, US 30, or Spangler Road.  1.3 acres of the site west of the car wash will be developed at a future date. The assumed future land use will be a 4,000 square-foot fast food restaurant. The traffic analysis shows that traffic to and from the site can be accommodated. Should this vacant land be developed into another land use other than a fast food restaurant, then further analysis should be considered. US 30 / Spangler Road Car Wash Page 3 June 2020 1 – INTRODUCTION Knight E/A, Inc. (Knight) was retained by Encore Car Wash LLC to prepare a traffic impact study for a proposed car wash to be located on a portion of the vacant parcel in the southwest corner of the intersection of US 30 (Lincoln Highway) and Spangler Road in Plainfield, Illinois. This development will provide one car wash tunnel with four pay stations/queuing lanes able to accommodate at least 44 vehicles. It will also provide 36 vacuum parking spaces, and 12 regular parking spaces. Access to the car wash will be provided via a right-in/right-out access drive off US 30, a full access driveway off Spangler Road, and cross access to the Crest Creek Plaza. The Crest Creek Plaza access drive currently provides outbound left- and right-turn lanes with a two-way left-turn lane on US 30. A portion of this site will remain vacant for future development. The purpose of this study is to determine the projected impacts on traffic operations and identify any necessary improvements/modifications to the roadway network or traffic control. As a part of this study, the existing roadway network surrounding the site was observed, quantified, and analyzed to determine the operation at the study intersections during the weekday morning, weekday evening, and Saturday midday hourly peak traffic volumes. New trips generated based on the size and characteristics of the car wash were determined and assigned to the roadway network to evaluate future traffic conditions. This report presents and documents the existing data utilized for the analysis, summarizes the evaluation of traffic conditions on the surrounding roadway network, details the potential impact of the projected traffic on the adjacent roadway network, and identifies recommendations to mitigate operational issues. A map of the study location is presented in Exhibit 1.1 while Exhibit 1.2 shows an aerial of the study area and identifies the intersections included in the analysis. US 30 / Spangler Road Car Wash Page 4 June 2020 Exhibit 1.1: Site Location Map PROPOSED SITE N US 30 / Spangler Road Car Wash Page 5 June 2020 Exhibit 1.2: Aerial of Study Area N PROPOSED SITE - Study Intersections US 30 / Spangler Road Car Wash Page 6 June 2020 2 – EXISTING CONDITIONS The study area and adjacent roadways were evaluated through field data collection and traffic counts. Information regarding the characteristics and operation are based on field investigation, observations, and published data. A detailed summary of the findings are as follows. 2.1 Study Area The study area is generally located between the southbound I-55 ramps and Lily Creek along US 30 in the Village of Plainfield. The US 30 corridor is primarily occupied by commercial uses and to the south of the site is the Winding Creek residential subdivision. Immediately adjacent to the site is a Mobil gas station and the Crest Creek Plaza retail center. In addition to multiple vacant units, Crest Creek Plaza contains the following uses.  Absolute Integrated Health Center  Country Financial  Crest Rent-A-Car  Integrity In-Home Senior Care  Tax Service  The Plainfield 2491 Moose Lodge/Family Center  Hometown Pet Grooming  Med Spa Immediately to the north of the site is the future site of the mixed use development known as the Boulevard. This development will extend between US 30 and Renwick Road and contain a Costco, multi- family residential, hotel, and other retail/dining uses. The Costco is currently under construction and could potentially be completed by November 2020. 2.2 Existing Roadway Characteristics A description of the existing roadway system within the study area is explained below and is illustrated in Exhibit 2.1. US 30 (Lincoln Highway) is an northwest-southeast principal arterial roadway generally providing two lanes in each direction separated by landscaped medians, exclusive left-turn lanes, or a two-way left-turn lane. It is under traffic signal control at its intersections with the I-55 Frontage Road and has a posted speed limit of 35 mph. Spangler Road is under stop sign control at its intersection with US 30. US 30 is under the jurisdiction of the Illinois Department of Transportation (IDOT). It should be noted that this segment is not designated as a Strategic Regional Arterial (SRA). According to the 2019 data published by IDOT, it carries an Average Annual Daily Traffic (AADT) volume of 22,400 vehicles. I-55 Frontage Road runs parallel to I-55 between US 30 and Canton Farm Road. It generally provides one lane in each direction with left-turn lanes at major intersections. At its signalized intersection with US 30, the Frontage Road provides a U-turn/left-turn lane and dual right-turn lanes. It has a speed limit of 35 mph, is under the jurisdiction of the City of Joliet, and carries an AADT of 10,600 vehicles. Spangler Road is a northeast-southwest local roadway providing access to the Winding Creek residential subdivision with one lane in each direction. At its intersection with US 30, a raised median restricts movements to right-in/right-out only. Spangler Road is under the jurisdiction of the Village of Plainfield. US 30 / Spangler Road Car Wash Page 7 June 2020 US 30 / Spangler Road Car Wash Page 8 June 2020 2.3 Traffic Count Data Due to the irregularities in traffic caused by the COVID-19 Pandemic, Knight was unable to collect accurate data at the study intersections. The following describes the sources and methodology for collecting traffic data at each of the study intersections. Calculations are provided in the Appendix. 2.3.1 US 30 with I-55 Frontage Road Permission was granted by IDOT and the Village of Plainfield to utilize existing traffic data from a previous study in the area. Vehicle, pedestrian, and bicycle traffic data was obtained from the 2019 traffic impact study completed for The Boulevard mixed-use development. This data was collected by KLOA, Inc. on Tuesday, February 26, 2019 during the weekday morning (7:00 to 9:00 A.M.) and evening (4:00 to 6:00 P.M.) peak periods as well as on Saturday, February 23, 2019 during the midday (12:00 to 2:00 P.M.) peak period. 2.3.2 US 30 with Spangler Road Traffic counts using Miovision Scout Video Data Collection Units were conducted at the intersection of US 30 with Spangler Road on Thursday, May 12, 2020 and Saturday, May 9, 2020. The counts were conducted during the weekday morning (7:00 to 9:00 A.M.) and evening (4:00 to 6:00 P.M.) peak periods as well during the Saturday midday (12:00 to 2:00 P.M.) peak period. Since the pandemic has decreased the amount of traffic on the roadways, particularly typical peak period commuting traffic, these counts were increased proportionally and balanced to match the 2019 US 30 mainline traffic. 2.3.3 US 30 with Crest Creek Plaza Access Drive Since most retailers are closed due to the state-wide “stay-at-home” order, traffic to and from the Crest Creek Plaza was observed to be minimal. None of the uses within the Plaza were observed to be open. In order to analyze this intersection, traffic was generated using the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. The number of trips are estimated according to a vehicle trip generation rate dependent on the size of each business. Given the variety of uses, Land Use Code 820: Shopping Center was utilized. Table 2.1 shows the traffic estimated for the Plaza access drive. Traffic to and from the access drive was assigned to the driveway in accordance to Exhibit 2.2, which is based on existing traffic patterns and population density. Table 2.1: Trip Generation – Existing Crest Creek Plaza Morning Peak Evening Peak Saturday Midday In Out Total In Out Total In Out Total TOTAL TRIPS 15 9 24 45 50 95 59 54 113 Note: ITE Trip Generation Manual used to estimate traffic for the approximately 25,000–s.f. Crest Creek Plaza access drive based on the 10th Edition ITE Land Use Code 820: Shopping Center (Average Rate). 2.3.4 Overall Peak Hours The result of the traffic counts indicate that overall peak traffic conditions of the roadway network take place from 7:00 A.M. to 8:00 A.M. during the morning peak hour, 4:30 P.M. to 5:30 P.M. during the evening peak hour, and 1:00 P.M. to 2:00 P.M. during the Saturday midday peak hour. It should be noted that the pedestrian and bicycle traffic in the area was minimal. The existing weekday morning and evening and Saturday midday peak hour traffic volumes are illustrated in Exhibit 2.3. US 30 / Spangler Road Car Wash Page 9 June 2020 US 30 / Spangler Road Car Wash Page 10 June 2020 US 30 / Spangler Road Car Wash Page 11 June 2020 3 – PROPOSED REDEVELOPMENT AND PROJECTED CONDITIONS This section of the report outlines the proposed redevelopment, summarizes site-specific traffic characteristics, and identifies other characteristics impacting the analysis of future conditions. 3.1 Proposed Site and Development The development will occupy the vacant parcel located in the southwest quadrant of the intersection of US 30 with Spangler Road. As proposed, the site will contain a single car wash tunnel with four pay stations/queuing lanes as illustrated in Exhibit 3.1. It will also provide 36 vacuum parking spaces, five spaces for vehicle prep prior to the car wash, and seven regular spaces primarily for staff parking. In addition, approximately 1.3 acres will be available on the west side of the site for an additional development at a later date (not part of this development). 3.2 Site Access, Circulation, and Queuing Access to the site will be provided via a right-in/right-out access drive off US 30, a full access drive on Spangler Road, and cross-access to Crest Creek Plaza. The existing curb-cut located in the northwest corner of the site will be removed. The Plaza Access Drive provides left- and right-turn lanes and one inbound lane and will provide the only access for entering westbound traffic. Since Spangler Road and the right-in/right-out access drive are restricted to right-turns only, outbound traffic exiting to the west must do so via the cross-access or utilize the protected U-turn/left-turn phase at the intersection of US 30 with the I-55 Frontage Road. All access drives will provide one inbound lane and one outbound lane with outbound movements under stop sign control. The cross-access will intersect the Plaza access drive approximately 60 feet south of US 30 to minimize queuing conflicts and will result in a loss of approximately four parking spaces from the Plaza parking lot. Internal circulation drives will be provided along the exterior of the site. To minimize the impact of queued vehicles on the site and surrounding area, the entrance to the car wash tunnel will be limited to the west side of the site allowing for ample queuing space on site. Between the entrance of the tunnel and the four pay stations, approximately 100 feet is provided for vehicles to queue without blocking the pay stations. Beyond the pay stations, a staging area providing four queuing lanes just over 300 feet each will accommodate approximately 44 total vehicles. Should an instance occur where queuing exceeds the staging area, internal circulation will not be significantly impacted and will not conflict with US 30 mainline traffic. US 30 / Spangler Road Car Wash Page 12 June 2020 Exhibit 3.1 – Proposed Site Plan US 30 / Spangler Road Car Wash Page 13 June 2020 3.3 Trip Generation, Distribution and Assignment In order to determine the number of vehicles that will be generated by the redevelopment of the site, data from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition, was utilized. The number of trips are estimated according to a vehicle trip generation rate based the use and size of the car wash. To generate trips for the site, the ITE land use for Automated Car Washes (Land Use Code [LUC] 948) was utilized based on the footprint of the car wash tunnel. However, since ITE does not provide a morning peak hour trip generation rate, the number of trips for the time period are based on one-half of the evening peak period rate. Note that a number of the vehicle trips to and from the car wash will be from vehicles already traveling in the area, particularly on US 30. These trips, known as pass-by trips, account for drivers attracted to the site while already en route from one destination to another. They are particularly common during the morning and evening peak periods when most drivers are commuting between home and work and can stop at an additional destination without deviating from their existing route. While these trips will be accounted for at the access drives, they will not add to the mainline traffic volumes. Surveys of vehicle-related uses like gas stations typically result in average pass-by trip percentages of 60 percent or higher. Since ITE does not provide information for a car wash, a 50 percent pass-by reduction was assumed to account for these types of trips already within the roadway network. Table 3.1 summarizes the trip generation and pass-by traffic anticipated for the car wash facility. Table 3.1: Projected Trip Generation Morning Peak (7:00 – 8:00 A.M.) Evening Peak (4:30 – 5:30 P.M.) Saturday Midday (1:00 P.M. – 2:00 P.M.) In Out Total In Out Total In Out Total Automated Car Wash ITE LUC: 948 – 6,300 s.f. 23 22 45 45 44 89 96 96 192 50% Pass-By Traffic -11 -11 -22 -22 -22 -44 -48 -48 -96 TOTAL NEW TRIPS 12 11 23 23 22 45 48 48 96 The existing traffic counts and proposed roadway network were utilized to determine the trip distribution to and from the car wash for the projected trips, as previously described and shown in Exhibit 2.1. The new trips were then assigned to the study intersections in accordance with the trip distribution, as shown in Exhibit 3.2, while Exhibit 3.3 illustrates the pass-by traffic for the site. US 30 / Spangler Road Car Wash Page 14 June 2020 US 30 / Spangler Road Car Wash Page 15 June 2020 US 30 / Spangler Road Car Wash Page 16 June 2020 3.4 Projected Traffic Conditions The following describes factors that will impact the traffic operations in the future and the modifications to the analysis to represent them under projected conditions. 3.4.1 Adjacent 1.3-Acre Site To the west of the proposed car wash will be approximately 1.3 acres to be developed at a later date. In order to more-accurately represent future conditions, additional traffic was generated for this site. Given the size and current zoning of the site, it was assumed that a fast food restaurant would occupy this space in the future. Traffic was generated for a 4,000-square-foot fast food restaurant with drive-thru (ITE Land Use Code: 934) and assigned using the trip distribution (Exhibit 2.2). Similar to the car wash, fast food restaurants also experience a substantial amount of pass-by trips so a 50 percent pass-by trip reduction was taken, as seen in Table 3.2. Traffic to and from the potential restaurant is shown in Exhibit 3.4. Table 3.2: Projected Trip Generation – Potential Fast Food Restaurant with Drive-Thru Morning Peak Evening Peak Saturday Midday In Out Total In Out Total In Out Total Fast Food Restaurant with Drive-Thru ITE LUC: 934 – 4,000 s.f. 82 79 161 68 63 131 111 108 219 50% Pass-By Traffic -40 -40 -80 -32 -32 -64 -54 -54 -108 TOTAL NEW TRIPS 42 39 81 36 31 67 57 54 111 Note: Restaurant size assumed to be 4,000 s.f., which is consistent with typical fast food restaurants. 3.4.2 The Boulevard Mixed-Use Development As previously discussed, The Boulevard mixed-use development is currently under construction. A traffic impact study (prepared by KLOA, Inc.) was performed in April 2019. Access to the development will be provided to and from US 30 via its signalized intersection with the I-55 Frontage Road and a right- in/right-out access approximately 600 feet west of the frontage road. The study analyzed the weekday morning, weekday evening, and Saturday midday peak hours under existing and projected conditions. Table 3.3 shows the traffic to be generated by the total development. Future traffic volumes were projected to the Year 2026. Table 3.3: Projected Trip Generation – The Boulevard Morning Peak Evening Peak Saturday Midday In Out Total In Out Total In Out Total TOTAL TRIPS 323 310 633 1,012 952 1,954 1,270 2,633 2,633 Note: Trip Generation based on Traffic Impact Study for The Boulevard produced by KLOA, Inc. dated April 24, 2019. US 30 / Spangler Road Car Wash Page 17 June 2020 US 30 / Spangler Road Car Wash Page 18 June 2020 The traffic generated by the development and the following improvements/modifications identified in the April 2019 traffic impact study were incorporated into this study.  US 30 with I-55 Frontage Road/Boulevard Access Drive (Village Boulevard) o Modify intersection and traffic signal/timings to accommodate the fourth (southbound) leg. o Restripe the eastbound approach to provide dual left-turn lanes and the northbound approach to provide a through lane. o Southbound approach will provide a six-lane cross-section striped to provide two inbound lanes, dual left-turn lanes, a through lane, and a right-turn lane.  US 30 with Right-In/Right-Out Access o Access will provide one inbound and one outbound lane with outbound movements under stop sign control. o The westbound approach will be restriped to provide an exclusive inbound right-turn lane extending to the signalized intersection. 3.4.3 Background Traffic Increase To account for traffic increases outside the study area not attributed to any specific development, background traffic projections were developed for a “build plus five” design horizon year (per standard practice). Based on Year 2050 forecasting from the Chicago Metropolitan Agency for Planning (CMAP), a compounded growth factor of approximately 1.25 percent per year was applied to the 2026 projected traffic volumes along all roadways within the study area. Therefore, existing traffic volumes were increased by approximately nine percent. 3.4.4 Total Projected Volumes Given the substantial provisions necessary to accommodate The Boulevard development, this study replicated the Year 2026 projected conditions with and without the development of the subject site. Year 2026 No Build Conditions were determined by increasing existing traffic by the background growth factor and adding the traffic and improvements/modifications recommended for The Boulevard in the previous study, as shown in Exhibit 3.5. The new and pass-by projected traffic volumes from the proposed car wash and potential fast-food restaurant use were then added to determine the Year 2026 Build Conditions, as illustrated in Exhibit 3.6. US 30 / Spangler Road Car Wash Page 19 June 2020 US 30 / Spangler Road Car Wash Page 20 June 2020 US 30 / Spangler Road Car Wash Page 21 June 2020 4 – TRAFFIC ANALYSIS AND RECOMMENDATIONS This section of the report summarizes the process and results of the traffic analysis for the existing and projected conditions during the weekday morning, evening peak hours and Saturday midday peak hour. It will also provide recommendations to mitigate/improve upon conditions in the future. 4.1 Analysis Procedure Traffic volume data was analyzed with the Synchro/SimTraffic 10.0 traffic capacity analysis/simulation software in order to determine the quality of operation in the existing and proposed roadway networks. Operation is characterized according to the amount of control delay at each approach and quantified into a level of service (LOS). The LOS grades shown below, which are provided in the Transportation Research Board’s Highway Capacity Manual (HCM), quantify and categorize a driver’s discomfort, frustration, fuel consumption, and travel times experienced as a result of intersection control and the resulting traffic queuing. A detailed description of each LOS rating can be found in Table 4.1. Table 4.2 presents the range of control delay for each LOS rating as detailed in the HCM. Because signalized intersections are expected to carry a larger volume of vehicles and stopping is required during red time, note that higher delays are tolerated for the corresponding LOS ratings. In order to accurately analyze the signalized intersection, signal timings for each intersection were acquired. Based on the HCM methodologies, capacity results for the existing and proposed signalized intersection are summarized in Tables 4.3. Table 4.4 through 4.6 summarize the results for the unsignalized intersections. Table 4.1: Level of Service Descriptions1 1Highway Capacity Manual Table 4.2: Level of Service Grading Criteria1 1Highway Capacity Manual 2All movements with a Volume to Capacity (v/c) ratio greater than 1.0 receive a rating of LOS F. US 30 / Spangler Road Car Wash Page 22 June 2020 Table 4.3: Signalized Intersection Capacity Analysis Results – US 30 with I-55 Frontage Road/Village Boulevard Scenarios Eastbound Westbound Northbound Southbound Overall U-Turn Left Thru Right Left Thru Right Left Thru Right Left Thru Right Existing Conditions AM Peak Hour (7:00 A.M. – 8:00 A.M.) E 64.3 C 31.1 -- D 53.7 C 21.4 -- C 29.7 -- C 26.6 -- -- -- C 28.8 C – 32.1 C – 27.4 C – 26.6 -- PM Peak Hour (4:30 P.M. – 5:30 P.M.) E 74.4 C 23.9 -- D 54.8 A 6.9 -- E 68.2 -- B 14.4 -- -- -- C 25.4 C – 25.0 C – 25.8 C – 24.1 -- Saturday Midday Peak Hour (1:00 P.M. – 2:00 P.M.) D 51.4 B 18.0 -- E 55.6 A 5.6 -- D 51.8 -- B 12.8 -- -- -- B 19.1 B – 18.6 C – 20.4 B – 15.7 -- Projected 2026 No Build Conditions AM Peak Hour (7:00 A.M. – 8:00 A.M.) E 62.6 D 40.7 -- D 48.3 C 26.9 A 1.8 E 59.5 D 41.9 C 33.8 E 57.3 D 42.7 A 0.8 D 35.3 D – 42.6 C – 25.9 D – 36.2 D – 40.4 PM Peak Hour (4:30 P.M. – 5:30 P.M.) E 73.4 D 51.2 -- F 81.0 D 38.1 A 8.2 E 68.8 E 73.8 C 20.7 E 69.9 D 50.0 A 8.9 D 49.3 E – 56.5 D – 47.5 D – 41.3 D – 49.1 Saturday Midday Peak Hour (1:00 P.M. – 2:00 P.M.) B 18.5 D 39.1 -- E 65.0 C 33.9 B 10.9 C 26.3 E 61.0 C 24.5 C 30.3 C 32.9 A 5.8 C 30.9 C – 33.2 C – 32.7 C – 34.8 C – 23.5 Projected 2026 Build Conditions AM Peak Hour (7:00 A.M. – 8:00 A.M.) E 63.1 D 43.2 -- D 48.3 C 27.8 A 1.9 E 59.7 D 41.9 C 33.9 E 57.3 D 43.1 A 0.8 D 36.9 D – 45.4 C – 27.7 D – 36.3 D – 40.4 PM Peak Hour (4:30 P.M. – 5:30 P.M.) E 74.0 D 54.7 -- F 81.0 D 38.8 A 8.4 E 69.1 E 73.8 C 20.7 E 69.9 D 50.5 A 9.0 D 50.4 E – 59.5 D – 47.8 D – 41.7 D – 49.2 Saturday Midday Peak Hour (1:00 P.M. – 2:00 P.M.) C 25.5 D 41.8 -- E 65.0 D 36.3 B 11.8 C 26.7 E 60.8 C 24.5 C 30.3 C 33.3 A 5.9 C 32.6 D – 36.9 C – 34.1 C – 34.6 C – 23.6 US 30 / Spangler Road Car Wash Page 23 June 2020 Table 4.4: Unsignalized Intersection Capacity Analysis Results – Existing Conditions Morning Arrival Peak (7:00 to 8:00 A.M.) Evening Peak (4:30-5:30 P.M.) Saturday Midday Peak (1:00 P.M. – 2:00 P.M.) LOS Delay LOS Delay LOS Delay US 30 with Spangler Road (One-Way Stop) Northbound Approach B 11.3 B 10.7 B 10.8 US 30 with Crest Creek Plaza Access (One-Way Stop) Northbound Approach B 13.2 B 13.4 B 12.9 Northbound Left C 17.2 C 17.2 C 16.2 Northbound Right B 11.4 B 11.4 B 11.2 Westbound Left Turn B 10.5 B 10.1 B 10.0 US 30 / Spangler Road Car Wash Page 24 June 2020 Table 4.5: Unsignalized Intersection Capacity Analysis Results – Projected No Build Conditions Morning Arrival Peak (7:30 to 8:30 A.M.) Evening Peak (5:00-6:00 P.M.) Saturday Midday Peak Hour (12:30 P.M. – 1:30 P.M.) LOS Delay LOS Delay LOS Delay US 30 with Spangler Road (One-Way Stop) Northbound Right Turn B 10.9 B 10.7 B 10.9 US 30 with Crest Creek Plaza Access (One -Way Stop) Northbound Approach B 13.4 B 13.9 B 14.3 Northbound Left Turn C 18.9 C 19.3 C 19.9 Northbound Right Turn B 11.3 B 11.1 B 11.2 Westbound Left Turn B 11.2 B 11.2 B 11.6 US 30 with Boulevard Right-In/Right-Out Access (One-Way Stop) Southbound Right Turn A 9.2 B 10.4 A 9.4 US 30 / Spangler Road Car Wash Page 25 June 2020 Table 4.6: Unsignalized Intersection Capacity Analysis Results – Projected Build Conditions Morning Arrival Peak (7:30 to 8:30 A.M.) Evening Peak (5:00-6:00 P.M.) Saturday Midday Peak Hour (12:30 P.M. – 1:30 P.M.) LOS Delay LOS Delay LOS Delay US 30 with Spangler Road (One-Way Stop) Northbound Right Turn B 11.1 B 10.9 B 11.4 US 30 with Crest Creek Plaza Access (One-Way Stop) Northbound Approach C 17.1 C 16.6 C 20.6 Northbound Left Turn C 21.2 C 22.2 D 28.3 Northbound Right Turn B 11.4 B 11.1 B 11.3 Westbound Left Turn B 12.2 B 12.3 B 14.0 US 30 with Proposed Right-In/Right-Out (One-Way Stop) Northbound Right Turn B 14.9 B 14.6 C 16.8 US 30 with Boulevard Right-In/Right-Out Access (One-Way Stop) Southbound Right Turn A 9.2 B 10.5 A 9.5 Spangler Road with Proposed Full Access Drive (One-Way Stop) Eastbound Approach A 9.1 A 9.1 A 9.2 Northbound Left Turn A 0.4 A 0.7 A 0.6 US 30 / Spangler Road Car Wash Page 26 June 2020 4.2 Discussion of Operations The results of the capacity analysis for existing conditions in the study area show that all intersections operate at acceptable levels of service (LOS) and observations in the area generally reaffirmed these results. Given the proximity of the traffic signals and platooning created along US 30 due to the Frontage Road and Lilly Cache Road, turning movements at the unsignalized intersections often experience minimal delay. The provision of a two-way left-turn lane at the intersection of US 30 with the Crest Creek Plaza Access Drive reduces delay for outbound vehicles as well as the impact on US 30 mainline traffic. Under No Build projected conditions, the provisions along US 30, particularly at its intersection with I-55 Frontage Road/Village Boulevard, will continue to adequately accommodate traffic through the intersection while providing acceptable levels of service to the development traffic. Turning movements may experience delay since they are protected-only phasing as well as the long cycle length and limited green time. It should be noted that analysis of these conditions show that the protected westbound left- turn movement operates at LOS E or F while the previous study cited LOS D or E. This is likely due to the difference in study area and analyzed intersections. The previous study included the I-55 ramps to the east of the Frontage Road, which would improve progression along US 30 at this intersection and allow coordination with the off-ramps to improve delay for westbound traffic. A modification is required to the projected conditions for the eastbound U-turn/left-turn. Given the need to continue to provide U-turns at this intersection, a southbound right-turn overlap phase would conflict with the U-turn/left-turn protected phase. To correct this, the right-turn overlap phase can be disabled or a ‘U- TURN YIELD TO RIGHT TURN’ sign (MUTCD R10-16) must be provided. This would require U-turn movements to yield to the southbound right-turn movement during the protected phase. Due to limitations in analysis software, this intersection was analyzed without the right-turn overlap phase. Requiring U-turns to yield would ultimately reduce capacity and increase delay for the U-turn/left-turn movement. Year 2026 Build Conditions add the proposed car wash and potential restaurant traffic, resulting in minimal increases of delay and queuing. The multiple ingress and egress alternatives to the site allow access drives to adequately accommodate traffic to and from the site and does not significantly impact the existing operation of Spangler Road or the Crest Creek Plaza Access Drive. The operation of the Plaza Access Drive is improved given the ability to perform U-turns at the signalized intersection, particularly during peak periods. Queuing at the Plaza Access Drive will not regularly impact the operation of the internal cross-access intersection given the northbound 95th Percentile Queue is less than two vehicles. 4.3 Proposed Circulation and Queuing Overall, the proposed driveways will provide adequate access to the car wash site. As previously described, the development will provide queuing for a total of 44 vehicles. The staging area will be accommodated internally to the site without conflicting with the internal circulation or impacting operations on the surrounding public roadways and will adequately accommodate the typical demand at the site. Appropriately-located vacuum and prep parking spaces will minimize the congestion within site. US 30 / Spangler Road Car Wash Page 27 June 2020 5 – CONCLUSIONS AND RECOMMENDATIONS Based on Knight’s review of the proposed car wash as well as the existing and future traffic conditions in the area, the following conclusions and recommendations are provided.  Due to the irregularities in traffic caused by the COVID-19 Pandemic and “stay-at-home” order, the analysis utilized 2019 traffic counts and other methodology to reflect typical peak hour traffic data.  Improvements/modifications recommended in the traffic impact study for The Boulevard Development were utilized to analyze projected conditions. These resulted in acceptable Levels of Service (LOS) and will adequately accommodate the projected traffic volumes in the area.  The previous recommendation to provide a southbound right-turn overlap phase at the intersection of US 30 with the I-55 Frontage Road/Boulevard Access Drive (Village Boulevard) conflicts with the need to accommodate U-turns during the eastbound left-turn protected phase. In order to rectify this, the southbound right-turn overlap phase should be disabled or regulatory signage ‘U-TURN YIELD TO RIGHT TURN’ (MUTCD R10-16) should be provided to require U- turns to yield to right turning traffic.  The provision of the two-way left-turn lane and platooning of traffic due to the coordinated signal system along US 30 will improve the operations of unsignalized intersections under existing and projected conditions.  Access to the site will be provided by a right-in/right-out access drive on US 30, a full access drive on Spangler Road, and a cross-access connection to the Crest Creek Plaza full access drive. All proposed access driveways will provide one inbound lane and one outbound lane with outbound movements under stop sign control.  The access drives operate at acceptable levels of service. Benefits from dispersing the traffic between its three access drives reduce delays and minimize queuing and blockage.  The site will accommodate approximately 44 queued vehicles within the staging area without impacting internal circulation or the operation of any of the access drives. The site’s four pay stations/queuing lanes will provide adequate capacity to prevent queues from spilling out onto the internal circulation drives, US 30, or Spangler Road.  1.3 acres of the site west of the car wash will be developed at a future date. The assumed future land use will be a 4,000 square-foot fast food restaurant. The traffic analysis shows that traffic to and from the site can be accommodated. Should this vacant land be developed into another land use other than a fast food restaurant, then further analysis should be considered. CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study APPENDIX A Intersection Traffic Volumes - 2019 KLOA, Inc. Traffic Count Data for US 30/I-55 Frontage Road Data - COVID-19 Pandemic and “Stay-At-Home” Order Impact to Traffic Volumes o US 30 with Spangler Road o US 30 with Crest Creek Plaza Access Drive APPENDIX B Site Plan APPENDIX C ITE Trip Generation Rates - LUC 820: Shopping Center - LUC 934: Fast Food Restaurant with Drive-Thru Window - LUC 948: Automated Car Wash APPENDIX D Capacity Analysis Reports - Existing Conditions - Year 2026 No Build Conditions - Year 2026 Build Conditions CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study APPENDIX A Intersection Traffic Volumes - 2019 KLOA, Inc. Traffic Count Data for US 30/I-55 Frontage Road Data - COVID-19 Pandemic and “Stay-At-Home” Order Impact to Traffic Volumes o US 30 with Spangler Road o US 30 with Crest Creek Plaza Access Drive Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 1Turning Movement DataStart TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total12:00 PM 1 0 241 60248 0 77 2100287 1 5 0 72078000000 61312:15 PM 2 0 199 140215 0 85 1960281 1 15 0 78094000000 59012:30 PM 3 0 245 70255 0 88 2120300 1 12 0 930106 0 0 0 000 66112:45 PM 3 0 235 100248 0 88 2120300 2 8 0 67077000000 625Hourly Total 9 0 920 370966 0 338 83001168 5 40 0 3100355 0 0 0 000 24891:00 PM3 0 223 40230 0 95 2190314 0 2 0 57059000000 6031:15 PM7 0 231 50243 0 90 2110301 0 9 0 80089000000 6331:30 PM4 0 203 70214 0 101 2150316 0 7 0 86093000000 6231:45 PM4 0 266 110281 1 63 2180282 1 5 0 71077000000 640Hourly Total 18 0 923 270968 1 349 86301213 1 23 0 29403180 0 0 000 2499*** BREAK *** - -----------------------7:00 AM7 0 223 40234 0 40 1740214 4 14 0 2260244 0 0 0 000 6927:15 AM6 0 302 40312 0 50 2160266 3 13 0 2280244 0 0 0 000 8227:30 AM4 0 285 20291 0 38 1930231 5 11 0 1700186 0 0 0 000 7087:45 AM 11 0 269 50285 0 38 1900228 2 19 0 1620183 0 0 0 000 696Hourly Total 28 0 1079 1501122 0 166 7730939 14 57 0 7860857 0 0 0 000 29188:00 AM5 0 228 30236 0 50 1610211 0 12 0 1380150 0 0 0 000 5978:15 AM6 0 241 20249 0 43 1540197 1 8 0 1310140 0 0 0 000 5868:30 AM4 0 216 20222 0 30 1620192 0 8 0 1080116 0 0 0 000 5308:45 AM7 0 210 20219 0 36 1550191 0 8 0 1050113 0 0 0 000 523Hourly Total 22 0 895 90926 0 159 6320791 1 36 0 4820519 0 0 0 0002236*** BREAK *** - - - ---------------------4:00 PM2 0 2381102510 177 2460423 0 13 0 59072000000 7464:15 PM4 0 222 100236 1 188 2710460 0 12 0 63075000000 7714:30 PM7 0 236 90252 1 226 3280555 0 11 0 61072000000 8794:45 PM2 0 201 110214 0 187 3400527 1 12 0 56069000000 810Hourly Total 15 0 897 410953 2 778 118501965 1 48 0 2390288 0 0 0 000 32065:00 PM6 0 212 70225 0 229 3280557 0 10 0 44054000000 8365:15 PM5 0 219 100234 0 208 3680576 0 11 0 44055000000 8655:30 PM2 0 193 70202 0 208 2810489 0 10 0 49059000000 7505:45 PM3 0 192 130208 0 163 2480411 0 11 0 48059000000 678Hourly Total 16 0 816 370869 0 808 122502033 0 42 0 1850227 0 0 0 000 3129Grand Total108 0 5530 16605804 3 2598 55080810922246 0 229602564 0 0 0 000 16477Approach % 1.9 0.0 95.3 2.9-- 0.0 32.0 67.9-- 0.9 9.6 0.0 89.5-- 0.0 0.0 0.0 0.0---Total %0.7 0.0 33.6 1.0-35.2 0.0 15.8 33.4-49.2 0.1 1.5 0.0 13.9-15.6 0.0 0.0 0.0 0.0-0.0 -Lights106 0 5204 159-5469 3 2572 5229-7804 22 240 0 2286-2548 0 0 0 0-0 15821% Lights 98.1 - 94.1 95.8-94.2 100.0 99.0 94.9-96.2 100.0 97.6 - 99.6-99.4------ 96.0 A - 20 Buses0 0 46 2-48 0 2 20-220404-80000-078% Buses 0.0 - 0.8 1.2-0.8 0.0 0.1 0.4-0.3 0.0 1.6 - 0.2-0.3 - - - ---0.5Single-Unit Trucks 2 0 102 5-109 0 21 89-1100206-80000-0 227% Single-UnitTrucks1.9 - 1.8 3.0-1.9 0.0 0.8 1.6-1.4 0.0 0.8 - 0.3-0.3 - - - ---1.4Articulated Trucks 0 0 178 0-178 0 3 170-1730000-00000-0 351% Articulated Trucks 0.0 - 3.2 0.0-3.1 0.0 0.1 3.1-2.1 0.0 0.0 - 0.0-0.0 - - - ---2.1Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 21 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 3Turning Movement Peak Hour Data (1:00 PM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total1:00 PM3 0 223 40230 0 95 2190314 0 2 0 57059000000 6031:15 PM7 0 231 50243 0 90 2110301 0 9 0 80089000000 6331:30 PM4 0 203 70214 0 101 2150316 0 7 0 86093000000 6231:45 PM4 0 266 110281 1 63 2180282 1 5 0 71077000000 640Total18 0 923 270968 1 349 86301213 1 23 0 2940318 0 0 0 000 2499Approach % 1.9 0.0 95.4 2.8-- 0.1 28.8 71.1-- 0.3 7.2 0.0 92.5-- 0.0 0.0 0.0 0.0---Total %0.7 0.0 36.9 1.1-38.7 0.0 14.0 34.5-48.5 0.0 0.9 0.0 11.8-12.7 0.0 0.0 0.0 0.0-0.0 -PHF0.643 0.000 0.867 0.614-0.861 0.250 0.864 0.985-0.960 0.250 0.639 0.000 0.855-0.855 0.000 0.000 0.000 0.000-0.000 0.976Lights17 0 900 27-944 1 345 847-1193 1 22 0 293-316 0 0 0 0-0 2453% Lights 94.4 - 97.5 100.0-97.5 100.0 98.9 98.1-98.4 100.0 95.7 - 99.7-99.4------ 98.2Buses0 0 00-0000-00000-00000-00% Buses0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Single-Unit Trucks 1 0 8 0-9037-100101-20000-021% Single-UnitTrucks5.6 - 0.9 0.0-0.9 0.0 0.9 0.8-0.8 0.0 4.3 - 0.3-0.6 - - - ---0.8Articulated Trucks 0 0 15 0-15 0 1 9-100000-00000-025% Articulated Trucks 0.0 - 1.6 0.0-1.5 0.0 0.3 1.0-0.8 0.0 0.0 - 0.0-0.0 - - - ---1.0Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 22 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 4Turning Movement Peak Hour Data (7:00 AM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total7:00 AM7 0 223 40234 0 40 1740214 4 14 0 2260244 0 0 0 000 6927:15 AM6 0 302 40312 0 50 2160266 3 13 0 2280244 0 0 0 000 8227:30 AM4 0 285 20291 0 38 1930231 5 11 0 1700186 0 0 0 000 7087:45 AM 11 0 269 50285 0 38 1900228 2 19 0 1620183 0 0 0 000 696Total28 0 1079 1501122 0 166 7730939 14 57 0 7860857 0 0 0 000 2918Approach % 2.5 0.0 96.2 1.3-- 0.0 17.7 82.3-- 1.6 6.7 0.0 91.7-- 0.0 0.0 0.0 0.0---Total %1.0 0.0 37.0 0.5-38.5 0.0 5.7 26.5-32.2 0.5 2.0 0.0 26.9-29.4 0.0 0.0 0.0 0.0-0.0 -PHF0.636 0.000 0.893 0.750-0.899 0.000 0.830 0.895-0.883 0.700 0.750 0.000 0.862-0.878 0.000 0.000 0.000 0.000-0.000 0.887Lights27 0 1011 12-1050 0 158 687-845 14 55 0 783-852 0 0 0 0-0 2747% Lights 96.4 - 93.7 80.0-93.6 - 95.2 88.9-90.0 100.0 96.5 - 99.6-99.4------ 94.1Buses0 0 61-70214-160202-40000-027% Buses 0.0 - 0.6 6.7-0.6 - 1.2 1.8-1.7 0.0 3.5 - 0.3-0.5 - - - ---0.9Single-Unit Trucks 1 0 29 2-32 0 4 25-290001-10000-062% Single-UnitTrucks3.6 - 2.7 13.3-2.9 - 2.4 3.2-3.1 0.0 0.0 - 0.1-0.1 - - - ---2.1Articulated Trucks 0 0 33 0-33 0 2 47-490000-00000-082% Articulated Trucks 0.0 - 3.1 0.0-2.9 - 1.2 6.1-5.2 0.0 0.0 - 0.0-0.0 - - - ---2.8Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 - 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 23 Kenig Lindgren O'Hara Aboona, Inc.9575 W. Higgins Rd., Suite 400Rosemont, Illinois, United States 60018(847)518-9990Count Name: US 30 and Frontage RoadSite Code:Start Date: 02/23/2019Page No: 5Turning Movement Peak Hour Data (4:30 PM)Start TimeUS 30 US 30 Frontage Road Frontage RoadEastboundWestboundNorthboundSouthboundU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalU-Turn Left Thru Right PedsApp.TotalInt. Total4:30 PM7 0 236 90252 1 226 3280555 0 11 0 61072000000 8794:45 PM2 0 201 110214 0 187 3400527 1 12 0 56069000000 8105:00 PM6 0 212 70225 0 229 3280557 0 10 0 44054000000 8365:15 PM5 0 219 100234 0 208 3680576 0 11 0 44055000000 865Total20 0 868 370925 1 850 136402215 1 44 0 2050250 0 0 0 000 3390Approach % 2.2 0.0 93.8 4.0-- 0.0 38.4 61.6-- 0.4 17.6 0.0 82.0-- 0.0 0.0 0.0 0.0---Total %0.6 0.0 25.6 1.1-27.3 0.0 25.1 40.2-65.3 0.0 1.3 0.0 6.0-7.4 0.0 0.0 0.0 0.0-0.0 -PHF0.714 0.000 0.919 0.841-0.918 0.250 0.928 0.927-0.961 0.250 0.917 0.000 0.840-0.868 0.000 0.000 0.000 0.000-0.000 0.964Lights20 0 816 37-873 1 847 1321-2169 1 44 0 205-250 0 0 0 0-0 3292% Lights 100.0 - 94.0 100.0-94.4 100.0 99.6 96.8-97.9 100.0 100.0 - 100.0-100.0------ 97.1Buses0 0100-10 0 0 0-00000-00000-010% Buses 0.0 - 1.2 0.0-1.1 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.3Single-Unit Trucks 0 0 12 0-12 0 3 16-190000-00000-031% Single-UnitTrucks0.0 - 1.4 0.0-1.3 0.0 0.4 1.2-0.9 0.0 0.0 - 0.0-0.0 - - - ---0.9Articulated Trucks 0 0 30 0-30 0 0 27-270000-00000-057% Articulated Trucks 0.0 - 3.5 0.0-3.2 0.0 0.0 2.0-1.2 0.0 0.0 - 0.0-0.0 - - - ---1.7Bicycles on Road 0 0 0 0-0000-00000-00000-00% Bicycles on Road 0.0 - 0.0 0.0-0.0 0.0 0.0 0.0-0.0 0.0 0.0 - 0.0-0.0 - - - ---0.0Pedestrians - - - -0----0-----0-----0--% Pedestrians - - - ---------------------A - 24 COVID-19 Pandemic Impact to Traffic Volumes - US 30 / Spangler Road 2019 Existing US 30/Frontage U T R L T R L T R L T R AM 28 926 15 166 731 0 71 0 786 0 0 0 PM 20 840 37 851 1,310 0 45 0 205 0 0 0 SAT 18 890 27 350 832 0 24 0 294 0 0 0 2020 US 30/Spangler L T R L T R L T R L T R AM 0 528 39 0 571 0 0 0 35 0 0 0 PM 0 794 58 0 945 0 0 0 22 0 0 0 SAT 0 739 41 0 815 0 0 0 41 0 0 0 Adjusted Volumes EB-R NB-R EB-R NB-R AM -665 -37%39 35 53 48 PM -511 -22%58 22 71 27 SAT -214 -12%41 41 46 46 Adjusted Volumes *Thru traffic at US 30 / Spangler Road balanced using 2019 volumes from US 30 / Frontage Road 2020 VolumesVehicle Difference % Difference 2020 US 30/Spangler (East of Intersection) 2019 US 30/Frontage (West of Intersection) 1,799 2,272 1,809 1,134 1,761 1,595 EB WB NB SB EB WB NB SB COVID-19 Pandemic Impact to Traffic Volumes - US 30 / Crest Creek Plaza Access Estimated Trip Generation In Out Total In Out Total In Out Total TOTAL TRIPS 15 9 24 45 50 95 59 54 113 Estimated Crest Creek Plaza Access Drive Volumes 35% EB-R WB-L NB-L NB-R AM 5 10 3 6 PM 16 29 17 33 SAT 21 38 19 35 50% 5%10% *Thru traffic at US 30 / Plaza Access balanced using 2019 volumes from US 30 / Frontage Road Most (if not all) businesses within the approximtely 25,000-s.f. Plaza are closed due to Pandemic. Therefore, traffic was generated using the ITE Trip Generation Manual, 10th Edition to replicate traffic in and out of the Crest Creek Plaza Access Drive. Note: ITE Trip Generation Manual used to estimate traffic for the approximately 25,000–s.f. Strip Mall Driveway based on the 10th Edition ITE Land Use Code 820: Shopping Center (Average Rate). IN OUT Morning Peak Evening Peak Saturday Midday CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study APPENDIX B Site Plan PROJECT #:DATE:PROJECT:CAR WASH DEVELOPMENTSWC IL ROUTE 30 & SPANGLER ROADPLAINFIELD, IL 60586CLIENT:ENCORE CW, LLC12137 W. 159TH STREETHOMER GLEN, IL 60491Œ COPYRIGHT 2020 KNIGHT E/A INC. ALL RIGHTS RESERVED7664.01 5-12-2003030 60SCALE: 1" = 30'PREP AREA180' x 35' TUNNEL WASHOUTLOT AREA = 56,365.46 S.F.(1.29 ACRES)TVAC.VEND.DETENTION PONDPAY CANOPY810626EXISTING FENCEVACUUM STALLSVACUUM STALLSSTAFF PARKINGPROPOSED 3'x8'MONUMENT SIGNEXISTING ENTRANCETO BE REMOVED5 CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study APPENDIX C ITE Trip Generation Rates - LUC 820: Shopping Center - LUC 934: Fast Food Restaurant with Drive-Thru Window - LUC 948: Automated Car Wash CAR WASH US 30 with SPANGLER ROAD, VILLAGE OF PLAINFIELD Traffic Impact Study APPENDIX D Capacity Analysis Reports - Existing Conditions - Year 2026 No Build Conditions - Year 2026 Build Conditions Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Existing Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 28 926 15 166 731 71 786 Future Volume (vph) 28 926 15 166 731 71 786 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 400 0 0 Storage Lanes 1 0 2 1 2 Taper Length (ft) 25 280 25 Lane Util. Factor 1.00 0.95 0.95 0.97 0.95 1.00 0.88 Ped Bike Factor Frt 0.998 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1752 3392 0 3335 3423 1752 2814 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1752 3392 0 3335 3423 1752 2814 Right Turn on Red Yes Yes Satd. Flow (RTOR) 1 32 Link Speed (mph) 35 35 35 Link Distance (ft) 378 891 192 Travel Time (s) 7.4 17.4 3.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 6% 20% 5% 11% 3% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 31 1057 0 187 821 80 883 Turn Type Prot NA Prot NA Prot pt+ov Protected Phases 5 2 1 6 8 8 1 Permitted Phases Detector Phase 5 2 1 6 8 8 1 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 8.0 Minimum Split (s) 10.0 48.0 10.0 48.0 38.5 Total Split (s) 16.0 48.0 26.0 58.0 46.0 Total Split (%) 13.3% 40.0% 21.7% 48.3% 38.3% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None Act Effct Green (s) 7.6 51.4 13.7 61.7 37.4 55.6 Actuated g/C Ratio 0.06 0.43 0.11 0.51 0.31 0.46 Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Existing Lane Group EBU EBT EBR WBL WBT NBL NBR v/c Ratio 0.28 0.73 0.49 0.47 0.15 0.67 Control Delay 64.3 31.1 53.7 21.4 29.7 26.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 31.1 53.7 21.4 29.7 26.3 LOS E C D C C C Approach Delay 32.1 27.4 26.6 Approach LOS C C C Queue Length 50th (ft) 19 380 71 231 43 273 Queue Length 95th (ft) m51 483 103 297 81 317 Internal Link Dist (ft) 298 811 112 Turn Bay Length (ft) 400 Base Capacity (vph) 167 1453 597 1759 576 1482 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.73 0.31 0.47 0.14 0.60 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 28.8 Intersection LOS: C Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Frontage Road & US 30 HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 921 53 0 830 0 48 Future Volume (Veh/h) 921 53 0 830 0 48 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1035 60 0 933 0 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 378 pX, platoon unblocked 0.84 vC, conflicting volume 1095 1532 375 vC1, stage 1 conf vol 1065 vC2, stage 2 conf vol 466 vCu, unblocked vol 1095 1259 375 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 100 100 91 cM capacity (veh/h) 645 284 625 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 Volume Total 414 414 267 466 466 54 Volume Left 0 0 0 0 0 0 Volume Right 0 0 60 0 0 54 cSH 1700 1700 1700 1700 1700 625 Volume to Capacity 0.24 0.24 0.16 0.27 0.27 0.09 Queue Length 95th (ft) 0 0 0 0 0 7 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 11.3 Lane LOS B Approach Delay (s) 0.0 0.0 11.3 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 29.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 968 5 10 820 3 6 Future Volume (Veh/h) 968 5 10 820 3 6 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1088 6 11 921 3 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.94 0.88 0.94 vC, conflicting volume 1094 1574 547 vC1, stage 1 conf vol 1091 vC2, stage 2 conf vol 482 vCu, unblocked vol 981 1087 401 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 98 99 99 cM capacity (veh/h) 666 298 568 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 725 369 11 460 460 3 7 Volume Left 0 0 11 0 0 3 0 Volume Right 0 6 0 0 0 0 7 cSH 1700 1700 666 1700 1700 298 568 Volume to Capacity 0.43 0.22 0.02 0.27 0.27 0.01 0.01 Queue Length 95th (ft) 0 0 1 0 0 1 1 Control Delay (s) 0.0 0.0 10.5 0.0 0.0 17.2 11.4 Lane LOS B C B Approach Delay (s) 0.0 0.1 13.2 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Existing Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 20 840 37 851 1310 45 205 Future Volume (vph) 20 840 37 851 1310 45 205 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 Grade (%) 1% 0% 0% Storage Length (ft) 0 0 400 0 0 Storage Lanes 1 0 2 1 2 Taper Length (ft) 25 280 25 Lane Util. Factor 1.00 0.95 0.95 0.97 0.95 1.00 0.88 Ped Bike Factor Frt 0.994 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1796 3376 0 3467 3689 1805 2842 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1796 3376 0 3467 3689 1805 2842 Right Turn on Red Yes Yes Satd. Flow (RTOR) 4 89 Link Speed (mph) 35 35 35 Link Distance (ft) 378 891 192 Travel Time (s) 7.4 17.4 3.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 6% 0% 1% 3% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 21 914 0 886 1365 47 214 Turn Type Prot NA Prot NA Prot pt+ov Protected Phases 5 2 1 6 8 8 1 Permitted Phases Detector Phase 5 2 1 6 8 8 1 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 8.0 Minimum Split (s) 10.0 48.0 10.0 48.0 35.0 Total Split (s) 15.0 60.0 45.0 90.0 35.0 Total Split (%) 10.7% 42.9% 32.1% 64.3% 25.0% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None Act Effct Green (s) 7.2 70.2 41.9 109.0 10.4 56.8 Actuated g/C Ratio 0.05 0.50 0.30 0.78 0.07 0.41 Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Existing Lane Group EBU EBT EBR WBL WBT NBL NBR v/c Ratio 0.23 0.54 0.85 0.48 0.35 0.18 Control Delay 74.4 23.9 54.8 6.9 68.2 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 23.9 54.8 6.9 68.2 14.4 LOS E C D A E B Approach Delay 25.0 25.8 24.1 Approach LOS C C C Queue Length 50th (ft) 19 313 390 228 42 39 Queue Length 95th (ft) 49 428 444 318 83 61 Internal Link Dist (ft) 298 811 112 Turn Bay Length (ft) 400 Base Capacity (vph) 134 1693 1073 2872 367 1234 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.54 0.83 0.48 0.13 0.17 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 25.4 Intersection LOS: C Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 1: Frontage Road & US 30 HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 870 71 0 1375 0 27 Future Volume (Veh/h) 870 71 0 1375 0 27 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 906 74 0 1432 0 28 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 378 pX, platoon unblocked 0.85 vC, conflicting volume 980 1659 339 vC1, stage 1 conf vol 943 vC2, stage 2 conf vol 716 vCu, unblocked vol 980 1429 339 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 100 100 96 cM capacity (veh/h) 712 306 660 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 Volume Total 362 362 255 716 716 28 Volume Left 0 0 0 0 0 0 Volume Right 0 0 74 0 0 28 cSH 1700 1700 1700 1700 1700 660 Volume to Capacity 0.21 0.21 0.15 0.42 0.42 0.04 Queue Length 95th (ft) 0 0 0 0 0 3 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 10.7 Lane LOS B Approach Delay (s) 0.0 0.0 10.7 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 908 16 29 1346 17 33 Future Volume (Veh/h) 908 16 29 1346 17 33 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 946 17 30 1402 18 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.96 0.87 0.96 vC, conflicting volume 963 1716 482 vC1, stage 1 conf vol 954 vC2, stage 2 conf vol 761 vCu, unblocked vol 876 1308 374 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 96 94 94 cM capacity (veh/h) 741 314 601 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 631 332 30 701 701 18 34 Volume Left 0 0 30 0 0 18 0 Volume Right 0 17 0 0 0 0 34 cSH 1700 1700 741 1700 1700 314 601 Volume to Capacity 0.37 0.20 0.04 0.41 0.41 0.06 0.06 Queue Length 95th (ft) 0 0 3 0 0 5 4 Control Delay (s) 0.0 0.0 10.1 0.0 0.0 17.2 11.4 Lane LOS B C B Approach Delay (s) 0.0 0.2 13.4 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Existing Lane Group EBU EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 18 890 27 350 832 24 294 Future Volume (vph) 18 890 27 350 832 24 294 Ideal Flow (vphpl) 1900 1900 1900 1900 2000 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 400 0 0 Storage Lanes 1 0 2 1 2 Taper Length (ft) 25 280 25 Lane Util. Factor 1.00 0.95 0.95 0.97 0.95 1.00 0.88 Ped Bike Factor Frt 0.996 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1703 3494 0 3467 3725 1736 2814 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1703 3494 0 3467 3725 1736 2814 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 187 Link Speed (mph) 35 35 35 Link Distance (ft) 378 891 192 Travel Time (s) 7.4 17.4 3.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 3% 0% 1% 2% 4% 1% Bus Blockages (#/hr) 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 18 936 0 357 849 24 300 Turn Type Prot NA Prot NA Prot pt+ov Protected Phases 5 2 1 6 8 8 1 Permitted Phases Detector Phase 5 2 1 6 8 8 1 Switch Phase Minimum Initial (s) 3.0 15.0 3.0 15.0 8.0 Minimum Split (s) 10.0 48.0 10.0 48.0 36.0 Total Split (s) 16.0 62.0 22.0 68.0 36.0 Total Split (%) 13.3% 51.7% 18.3% 56.7% 30.0% Yellow Time (s) 3.5 4.5 3.5 4.5 4.5 All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 6.5 4.5 6.5 6.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min None C-Min None Act Effct Green (s) 6.9 74.2 17.8 91.5 10.5 32.8 Actuated g/C Ratio 0.06 0.62 0.15 0.76 0.09 0.27 Lanes, Volumes, Timings 1: Frontage Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Existing Lane Group EBU EBT EBR WBL WBT NBL NBR v/c Ratio 0.19 0.43 0.69 0.30 0.16 0.33 Control Delay 51.6 18.0 55.6 5.6 51.8 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.6 18.0 55.6 5.6 51.8 12.8 LOS D B E A D B Approach Delay 18.6 20.4 15.7 Approach LOS B C B Queue Length 50th (ft) 13 263 137 68 18 38 Queue Length 95th (ft) m30 355 179 172 44 69 Internal Link Dist (ft) 298 811 112 Turn Bay Length (ft) 400 Base Capacity (vph) 163 2161 551 2838 426 932 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.43 0.65 0.30 0.06 0.32 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 81 (68%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 95 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 19.1 Intersection LOS: B Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Frontage Road & US 30 HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 889 46 0 874 0 46 Future Volume (Veh/h) 889 46 0 874 0 46 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 907 47 0 892 0 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 378 pX, platoon unblocked 0.92 vC, conflicting volume 954 1376 326 vC1, stage 1 conf vol 930 vC2, stage 2 conf vol 446 vCu, unblocked vol 954 1237 326 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 100 100 93 cM capacity (veh/h) 729 326 673 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 NB 1 Volume Total 363 363 228 446 446 47 Volume Left 0 0 0 0 0 0 Volume Right 0 0 47 0 0 47 cSH 1700 1700 1700 1700 1700 673 Volume to Capacity 0.21 0.21 0.13 0.26 0.26 0.07 Queue Length 95th (ft) 0 0 0 0 0 6 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 10.8 Lane LOS B Approach Delay (s) 0.0 0.0 10.8 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Existing Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 900 21 38 836 19 35 Future Volume (Veh/h) 900 21 38 836 19 35 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 918 21 39 853 19 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.96 0.96 0.96 vC, conflicting volume 939 1433 470 vC1, stage 1 conf vol 928 vC2, stage 2 conf vol 504 vCu, unblocked vol 843 1154 352 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 95 94 94 cM capacity (veh/h) 760 341 618 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 612 327 39 426 426 19 36 Volume Left 0 0 39 0 0 19 0 Volume Right 0 21 0 0 0 0 36 cSH 1700 1700 760 1700 1700 341 618 Volume to Capacity 0.36 0.19 0.05 0.25 0.25 0.06 0.06 Queue Length 95th (ft) 0 0 4 0 0 4 5 Control Delay (s) 0.0 0.0 10.0 0.0 0.0 16.2 11.2 Lane LOS A C B Approach Delay (s) 0.0 0.4 12.9 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 31 76 990 16 181 784 148 77 33 857 165 31 Future Volume (vph) 31 76 990 16 181 784 148 77 33 857 165 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.998 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3471 3392 0 3335 3423 1615 1752 2000 2814 3502 2000 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 3471 3392 0 3335 3423 1615 1752 2000 2814 3502 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 1 166 176 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 0% 6% 20% 5% 11% 0% 3% 0% 1% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 120 1130 0 203 881 166 87 37 963 185 35 Turn Type Prot Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 6 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 5.0 8.0 3.0 8.0 Minimum Split (s) 9.5 9.5 21.5 8.0 21.5 9.5 11.5 14.5 9.5 12.5 Total Split (s) 16.0 16.0 48.0 26.0 58.0 26.0 26.0 20.0 26.0 20.0 Total Split (%) 13.3% 13.3% 40.0% 21.7% 48.3% 21.7% 21.7% 16.7% 21.7% 16.7% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0 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) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 9.4 45.5 17.5 53.6 71.8 12.2 23.3 45.3 11.7 25.7 Actuated g/C Ratio 0.08 0.38 0.15 0.45 0.60 0.10 0.19 0.38 0.10 0.21 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Lane Group SBR Lane Configurations Traffic Volume (vph) 72 Future Volume (vph) 72 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 173 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.89 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 81 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 8.0 Minimum Split (s) 12.5 Total Split (s) 20.0 Total Split (%) 16.7% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 25.7 Actuated g/C Ratio 0.21 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.44 0.88 0.42 0.58 0.16 0.49 0.10 0.82 0.54 0.08 Control Delay 62.6 40.7 48.3 26.9 1.8 59.5 41.9 33.8 57.3 42.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.6 40.7 48.3 26.9 1.8 59.5 41.9 33.8 57.3 42.7 LOS E D D C A E D C E D Approach Delay 42.8 27.0 36.2 40.4 Approach LOS D C D D Queue Length 50th (ft) 47 452 72 262 0 65 24 304 71 23 Queue Length 95th (ft) m74 #588 107 333 26 113 56 403 105 54 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 332 1286 597 1529 1151 284 388 1260 627 428 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.88 0.34 0.58 0.14 0.31 0.10 0.76 0.30 0.08 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 77.1% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Lane Group SBR v/c Ratio 0.17 Control Delay 0.8 Queue Delay 0.0 Total Delay 0.8 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 481 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.17 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1061 58 0 964 0 52 Future Volume (Veh/h) 1061 58 0 964 0 52 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1192 65 0 1083 0 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.84 vC, conflicting volume 1257 1586 330 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1257 1041 330 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 91 cM capacity (veh/h) 560 193 668 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 341 341 341 235 361 361 361 58 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 65 0 0 0 58 cSH 1700 1700 1700 1700 1700 1700 1700 668 Volume to Capacity 0.20 0.20 0.20 0.14 0.21 0.21 0.21 0.09 Queue Length 95th (ft) 0 0 0 0 0 0 0 7 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 Lane LOS B Approach Delay (s) 0.0 0.0 10.9 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 26.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1112 5 11 945 3 7 Future Volume (Veh/h) 1112 5 11 945 3 7 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1249 6 12 1062 3 8 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.90 0.86 0.90 vC, conflicting volume 1255 1807 628 vC1, stage 1 conf vol 1252 vC2, stage 2 conf vol 555 vCu, unblocked vol 1053 1080 353 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 98 99 99 cM capacity (veh/h) 594 261 579 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 833 422 12 531 531 3 8 Volume Left 0 0 12 0 0 3 0 Volume Right 0 6 0 0 0 0 8 cSH 1700 1700 594 1700 1700 261 579 Volume to Capacity 0.49 0.25 0.02 0.31 0.31 0.01 0.01 Queue Length 95th (ft) 0 0 2 0 0 1 1 Control Delay (s) 0.0 0.0 11.2 0.0 0.0 18.9 11.3 Lane LOS B C B Approach Delay (s) 0.0 0.1 13.4 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: US 30 & Boulevard RIRO 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - No Build Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1119 944 20 0 12 Future Volume (Veh/h) 0 1119 944 20 0 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 1257 1061 22 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 758 pX, platoon unblocked 0.81 0.81 0.81 vC, conflicting volume 1061 1690 530 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 604 1381 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 99 cM capacity (veh/h) 796 111 880 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 628 628 530 530 22 13 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 22 13 cSH 1700 1700 1700 1700 1700 880 Volume to Capacity 0.37 0.37 0.31 0.31 0.01 0.01 Queue Length 95th (ft) 0 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 9.2 Lane LOS A Approach Delay (s) 0.0 0.0 9.2 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 22 256 847 40 928 1394 460 49 101 224 462 95 Future Volume (vph) 22 256 847 40 928 1394 460 49 101 224 462 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.993 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 4 135 62 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 6% 0% 1% 3% 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 290 924 0 967 1452 479 51 105 233 481 99 Turn Type Prot Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 6 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 8.0 8.0 3.0 5.0 Minimum Split (s) 10.0 10.0 48.0 10.0 48.0 9.5 35.0 15.0 9.5 10.0 Total Split (s) 22.0 22.0 50.0 40.0 68.0 29.0 37.0 21.0 29.0 13.0 Total Split (%) 15.7% 15.7% 35.7% 28.6% 48.6% 20.7% 26.4% 15.0% 20.7% 9.3% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0 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) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 15.9 43.5 38.7 66.4 96.0 10.6 12.7 55.9 23.1 28.1 Actuated g/C Ratio 0.11 0.31 0.28 0.47 0.69 0.08 0.09 0.40 0.16 0.20 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Lane Group SBR Lane Configurations Traffic Volume (vph) 240 Future Volume (vph) 240 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 250 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 250 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 10.0 Total Split (s) 13.0 Total Split (%) 9.3% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 28.1 Actuated g/C Ratio 0.20 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.73 0.88 1.01 0.83 0.42 0.38 0.58 0.20 0.83 0.25 Control Delay 73.4 51.2 81.0 38.1 8.2 68.8 73.8 20.7 69.9 50.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.4 51.2 81.0 38.1 8.2 68.8 73.8 20.7 69.9 50.0 LOS E D F D A E E C E D Approach Delay 56.5 47.5 41.3 49.1 Approach LOS E D D D Queue Length 50th (ft) 139 427 ~503 621 127 45 93 57 218 77 Queue Length 95th (ft) 190 #406 #646 742 202 88 155 90 282 135 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 437 1056 959 1749 1164 393 207 1131 612 401 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.88 1.01 0.83 0.41 0.13 0.51 0.21 0.79 0.25 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 135 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 49.3 Intersection LOS: D Intersection Capacity Utilization 84.4% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Lane Group SBR v/c Ratio 0.48 Control Delay 8.9 Queue Delay 0.0 Total Delay 8.9 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 77 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 524 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.48 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1136 77 0 1705 0 29 Future Volume (Veh/h) 1136 77 0 1705 0 29 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 1183 80 0 1776 0 30 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.67 vC, conflicting volume 1263 1815 336 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1263 520 336 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 95 cM capacity (veh/h) 557 331 663 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 338 338 338 249 592 592 592 30 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 80 0 0 0 30 cSH 1700 1700 1700 1700 1700 1700 1700 663 Volume to Capacity 0.20 0.20 0.20 0.15 0.35 0.35 0.35 0.05 Queue Length 95th (ft) 0 0 0 0 0 0 0 4 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.7 Lane LOS B Approach Delay (s) 0.0 0.0 10.7 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 36.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1177 17 32 1655 19 36 Future Volume (Veh/h) 1177 17 32 1655 19 36 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 1226 18 33 1724 20 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.87 0.70 0.87 vC, conflicting volume 1244 2163 622 vC1, stage 1 conf vol 1235 vC2, stage 2 conf vol 928 vCu, unblocked vol 991 996 280 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 95 93 94 cM capacity (veh/h) 611 272 630 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 817 427 33 862 862 20 38 Volume Left 0 0 33 0 0 20 0 Volume Right 0 18 0 0 0 0 38 cSH 1700 1700 611 1700 1700 272 630 Volume to Capacity 0.48 0.25 0.05 0.51 0.51 0.07 0.06 Queue Length 95th (ft) 0 0 4 0 0 6 5 Control Delay (s) 0.0 0.0 11.2 0.0 0.0 19.3 11.1 Lane LOS B C B Approach Delay (s) 0.0 0.2 13.9 Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 55.7% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: US 30 & Boulevard RIRO 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - No Build Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1213 1651 54 0 36 Future Volume (Veh/h) 0 1213 1651 54 0 36 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 1264 1720 56 0 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 758 pX, platoon unblocked 0.64 0.64 0.64 vC, conflicting volume 1720 2352 860 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 993 1984 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 95 cM capacity (veh/h) 449 35 694 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 632 632 860 860 56 38 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 56 38 cSH 1700 1700 1700 1700 1700 694 Volume to Capacity 0.37 0.37 0.51 0.51 0.03 0.05 Queue Length 95th (ft) 0 0 0 0 0 4 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 10.5 Lane LOS B Approach Delay (s) 0.0 0.0 10.5 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 20 351 878 29 382 864 619 26 135 321 630 127 Future Volume (vph) 20 351 878 29 382 864 619 26 135 321 630 127 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.995 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3491 3491 0 3467 3725 1615 1736 2000 2814 3502 2000 Flt Permitted 0.186 0.950 0.674 0.478 Satd. Flow (perm) 0 683 3491 0 3467 3725 1615 1231 2000 2814 1762 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 3 184 91 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 0% 3% 0% 1% 2% 0% 4% 0% 1% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 378 926 0 390 882 632 27 138 328 643 130 Turn Type Prot pm+pt NA Prot NA pm+ov pm+pt NA pt+ov pm+pt NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 10.0 10.0 22.0 10.0 22.0 7.5 10.0 20.0 7.5 12.5 Total Split (s) 21.0 21.0 45.0 22.0 46.0 31.0 31.0 22.0 31.0 22.0 Total Split (%) 17.5% 17.5% 37.5% 18.3% 38.3% 25.8% 25.8% 18.3% 25.8% 18.3% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.5 1.5 2.0 1.5 2.0 1.0 2.0 2.0 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 6.5 5.0 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 55.3 41.3 16.5 45.3 77.6 21.7 14.0 35.4 46.2 37.3 Actuated g/C Ratio 0.46 0.34 0.14 0.38 0.65 0.18 0.12 0.30 0.38 0.31 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Lane Group SBR Lane Configurations Traffic Volume (vph) 307 Future Volume (vph) 307 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 313 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.98 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 313 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 8.0 Minimum Split (s) 12.5 Total Split (s) 22.0 Total Split (%) 18.3% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 37.3 Actuated g/C Ratio 0.31 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.62 0.77 0.82 0.63 0.57 0.11 0.59 0.37 0.61 0.21 Control Delay 18.5 39.1 65.0 33.9 10.9 26.3 61.0 24.5 30.3 32.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.5 39.1 65.0 33.9 10.9 26.3 61.0 24.5 30.3 32.9 LOS B D E C B C E C C C Approach Delay 33.2 32.7 34.8 23.5 Approach LOS C C C C Queue Length 50th (ft) 86 353 152 299 182 13 102 78 185 77 Queue Length 95th (ft) 50 436 #220 390 312 33 169 123 237 132 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 709 1204 492 1407 1118 497 258 853 1062 620 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.77 0.79 0.63 0.57 0.05 0.53 0.38 0.61 0.21 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 81 (68%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 80 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Lane Group SBR v/c Ratio 0.44 Control Delay 5.8 Queue Delay 0.0 Total Delay 5.8 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 68 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 717 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.44 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1228 50 0 1217 0 50 Future Volume (Veh/h) 1228 50 0 1217 0 50 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 1253 51 0 1242 0 51 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.83 vC, conflicting volume 1304 1692 339 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1304 1104 339 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 92 cM capacity (veh/h) 538 172 660 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 358 358 358 230 414 414 414 51 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 51 0 0 0 51 cSH 1700 1700 1700 1700 1700 1700 1700 660 Volume to Capacity 0.21 0.21 0.21 0.14 0.24 0.24 0.24 0.08 Queue Length 95th (ft) 0 0 0 0 0 0 0 6 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 Lane LOS B Approach Delay (s) 0.0 0.0 10.9 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1240 23 41 1152 21 38 Future Volume (Veh/h) 1240 23 41 1152 21 38 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 1265 23 42 1176 21 39 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1288 1948 644 vC1, stage 1 conf vol 1276 vC2, stage 2 conf vol 672 vCu, unblocked vol 1028 1115 286 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 93 92 94 cM capacity (veh/h) 588 262 620 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 843 445 42 588 588 21 39 Volume Left 0 0 42 0 0 21 0 Volume Right 0 23 0 0 0 0 39 cSH 1700 1700 588 1700 1700 262 620 Volume to Capacity 0.50 0.26 0.07 0.35 0.35 0.08 0.06 Queue Length 95th (ft) 0 0 6 0 0 6 5 Control Delay (s) 0.0 0.0 11.6 0.0 0.0 19.9 11.2 Lane LOS B C B Approach Delay (s) 0.0 0.4 14.3 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: US 30 & Boulevard RIRO 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - No Build Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 0 1278 1145 72 0 48 Future Volume (Veh/h) 0 1278 1145 72 0 48 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 0 1304 1168 73 0 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 758 pX, platoon unblocked 0.80 0.80 0.80 vC, conflicting volume 1168 1820 584 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 713 1527 0 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 94 cM capacity (veh/h) 718 88 871 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 SB 1 Volume Total 652 652 584 584 73 49 Volume Left 0 0 0 0 0 0 Volume Right 0 0 0 0 73 49 cSH 1700 1700 1700 1700 1700 871 Volume to Capacity 0.38 0.38 0.34 0.34 0.04 0.06 Queue Length 95th (ft) 0 0 0 0 0 4 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 9.4 Lane LOS A Approach Delay (s) 0.0 0.0 9.4 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 55 76 1015 20 181 811 148 82 33 857 165 31 Future Volume (vph) 55 76 1015 20 181 811 148 82 33 857 165 31 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.997 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3458 3387 0 3335 3423 1615 1752 2000 2814 3502 2000 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 3458 3387 0 3335 3423 1615 1752 2000 2814 3502 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 2 166 174 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 0% 6% 20% 5% 11% 0% 3% 0% 1% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 147 1162 0 203 911 166 92 37 963 185 35 Turn Type Prot Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 6 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 5.0 8.0 3.0 8.0 Minimum Split (s) 9.5 9.5 21.5 8.0 21.5 9.5 11.5 14.5 9.5 12.5 Total Split (s) 16.0 16.0 48.0 26.0 58.0 26.0 26.0 20.0 26.0 20.0 Total Split (%) 13.3% 13.3% 40.0% 21.7% 48.3% 21.7% 21.7% 16.7% 21.7% 16.7% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0 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) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 10.0 45.4 17.6 53.0 71.2 12.5 23.3 45.4 11.7 25.4 Actuated g/C Ratio 0.08 0.38 0.15 0.44 0.59 0.10 0.19 0.38 0.10 0.21 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Lane Group SBR Lane Configurations Traffic Volume (vph) 72 Future Volume (vph) 72 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 173 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.89 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 81 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 8.0 Minimum Split (s) 12.5 Total Split (s) 20.0 Total Split (%) 16.7% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 25.4 Actuated g/C Ratio 0.21 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.51 0.91 0.42 0.60 0.16 0.51 0.10 0.82 0.54 0.08 Control Delay 63.1 43.2 48.3 27.8 1.9 59.7 41.9 33.9 57.3 43.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.1 43.2 48.3 27.8 1.9 59.7 41.9 33.9 57.3 43.1 LOS E D D C A E D C E D Approach Delay 45.4 27.7 36.3 40.4 Approach LOS D C D D Queue Length 50th (ft) 59 471 72 278 0 68 24 305 71 23 Queue Length 95th (ft) m88 #615 107 347 26 117 56 405 105 54 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 331 1283 597 1511 1143 284 388 1259 627 422 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.91 0.34 0.60 0.15 0.32 0.10 0.76 0.30 0.08 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 65 (54%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 36.9 Intersection LOS: D Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Lane Group SBR v/c Ratio 0.17 Control Delay 0.8 Queue Delay 0.0 Total Delay 0.8 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 0 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 477 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.17 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1104 60 0 1020 0 62 Future Volume (Veh/h) 1104 60 0 1020 0 62 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1240 67 0 1146 0 70 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.83 vC, conflicting volume 1307 1656 344 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1307 1079 344 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 89 cM capacity (veh/h) 536 180 655 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 354 354 354 244 382 382 382 70 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 67 0 0 0 70 cSH 1700 1700 1700 1700 1700 1700 1700 655 Volume to Capacity 0.21 0.21 0.21 0.14 0.22 0.22 0.22 0.11 Queue Length 95th (ft) 0 0 0 0 0 0 0 9 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.1 Lane LOS B Approach Delay (s) 0.0 0.0 11.1 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1115 21 73 939 27 20 Future Volume (Veh/h) 1115 21 73 939 27 20 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 1253 24 82 1055 30 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.89 0.87 0.89 vC, conflicting volume 1277 1956 638 vC1, stage 1 conf vol 1265 vC2, stage 2 conf vol 692 vCu, unblocked vol 1063 1221 345 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 86 88 96 cM capacity (veh/h) 584 252 581 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 835 442 82 528 528 30 22 Volume Left 0 0 82 0 0 30 0 Volume Right 0 24 0 0 0 0 22 cSH 1700 1700 584 1700 1700 252 581 Volume to Capacity 0.49 0.26 0.14 0.31 0.31 0.12 0.04 Queue Length 95th (ft) 0 0 12 0 0 10 3 Control Delay (s) 0.0 0.0 12.2 0.0 0.0 21.2 11.4 Lane LOS B C B Approach Delay (s) 0.0 0.9 17.1 Approach LOS C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Proposed RIRO/Boulevard RIRO & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1113 22 0 1000 20 0 0 51 0 0 12 Future Volume (Veh/h) 0 1113 22 0 1000 20 0 0 51 0 0 12 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 1251 25 0 1124 22 0 0 57 0 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)758 pX, platoon unblocked 0.80 0.80 0.80 0.80 0.80 0.80 vC, conflicting volume 1124 1251 1826 2388 638 1750 2375 562 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 648 1251 1527 2232 638 1432 2216 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 86 100 100 99 cM capacity (veh/h) 756 552 63 34 419 66 34 867 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 834 442 562 562 22 57 13 Volume Left 0 0 0 0 0 0 0 Volume Right 0 25 0 0 22 57 13 cSH 1700 1700 1700 1700 1700 419 867 Volume to Capacity 0.49 0.26 0.33 0.33 0.01 0.14 0.01 Queue Length 95th (ft) 0 0 0 0 0 12 1 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 14.9 9.2 Lane LOS B A Approach Delay (s) 0.0 0.0 14.9 9.2 Approach LOS B A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 41.5% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: Spangler Road & East Access 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report AM Projected - Build Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 7 3 3 55 58 2 Future Volume (Veh/h) 7 3 3 55 58 2 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 8 3 3 62 65 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 134 66 67 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 134 66 67 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 99 100 100 cM capacity (veh/h) 858 998 1535 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 11 65 67 Volume Left 8 3 0 Volume Right 3 0 2 cSH 892 1535 1700 Volume to Capacity 0.01 0.00 0.04 Queue Length 95th (ft) 1 0 0 Control Delay (s) 9.1 0.4 0.0 Lane LOS A A Approach Delay (s) 9.1 0.4 0.0 Approach LOS A Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 15.3% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 46 256 874 45 928 1396 460 54 101 224 462 95 Future Volume (vph) 46 256 874 45 928 1396 460 54 101 224 462 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.993 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 0 3502 3391 0 3467 3689 1615 1805 2000 2842 3502 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 4 135 62 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 0% 0% 6% 0% 1% 3% 0% 0% 0% 0% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 315 957 0 967 1454 479 56 105 233 481 99 Turn Type Prot Prot NA Prot NA pm+ov Prot NA pt+ov Prot NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 6 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 8.0 8.0 3.0 5.0 Minimum Split (s) 10.0 10.0 48.0 10.0 48.0 9.5 35.0 15.0 9.5 10.0 Total Split (s) 22.0 22.0 50.0 40.0 68.0 29.0 37.0 21.0 29.0 13.0 Total Split (%) 15.7% 15.7% 35.7% 28.6% 48.6% 20.7% 26.4% 15.0% 20.7% 9.3% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.0 1.0 2.0 1.0 2.0 1.0 2.0 2.0 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) 4.5 6.5 4.5 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 16.4 43.5 38.7 65.8 95.4 10.9 12.7 55.9 23.1 27.8 Actuated g/C Ratio 0.12 0.31 0.28 0.47 0.68 0.08 0.09 0.40 0.16 0.20 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Lane Group SBR Lane Configurations Traffic Volume (vph) 240 Future Volume (vph) 240 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 250 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.96 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 250 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 5.0 Minimum Split (s) 10.0 Total Split (s) 13.0 Total Split (%) 9.3% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 27.8 Actuated g/C Ratio 0.20 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.77 0.91 1.01 0.84 0.42 0.40 0.58 0.20 0.83 0.25 Control Delay 74.0 54.7 81.0 38.8 8.4 69.1 73.8 20.7 69.9 50.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.0 54.7 81.0 38.8 8.4 69.1 73.8 20.7 69.9 50.5 LOS E D F D A E E C E D Approach Delay 59.5 47.8 41.7 49.2 Approach LOS E D D D Queue Length 50th (ft) 140 448 ~503 631 131 50 93 57 218 77 Queue Length 95th (ft) 204 #545 #646 744 202 94 155 90 282 136 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 439 1056 959 1734 1158 393 207 1131 612 396 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.91 1.01 0.84 0.41 0.14 0.51 0.21 0.79 0.25 Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 32 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 135 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 50.4 Intersection LOS: D Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Lane Group SBR v/c Ratio 0.48 Control Delay 9.0 Queue Delay 0.0 Total Delay 9.0 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 78 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 520 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.48 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1179 79 0 1736 0 42 Future Volume (Veh/h) 1179 79 0 1736 0 42 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 1228 82 0 1808 0 44 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.67 vC, conflicting volume 1310 1872 348 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1310 586 348 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 93 cM capacity (veh/h) 535 300 651 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 351 351 351 257 603 603 603 44 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 82 0 0 0 44 cSH 1700 1700 1700 1700 1700 1700 1700 651 Volume to Capacity 0.21 0.21 0.21 0.15 0.35 0.35 0.35 0.07 Queue Length 95th (ft) 0 0 0 0 0 0 0 5 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.9 Lane LOS B Approach Delay (s) 0.0 0.0 10.9 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1202 33 99 1619 46 47 Future Volume (Veh/h) 1202 33 99 1619 46 47 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 1252 34 103 1686 48 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.86 0.71 0.86 vC, conflicting volume 1286 2318 643 vC1, stage 1 conf vol 1269 vC2, stage 2 conf vol 1049 vCu, unblocked vol 1004 1148 255 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 83 81 92 cM capacity (veh/h) 594 257 642 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 835 451 103 843 843 48 49 Volume Left 0 0 103 0 0 48 0 Volume Right 0 34 0 0 0 0 49 cSH 1700 1700 594 1700 1700 257 642 Volume to Capacity 0.49 0.27 0.17 0.50 0.50 0.19 0.08 Queue Length 95th (ft) 0 0 16 0 0 17 6 Control Delay (s) 0.0 0.0 12.3 0.0 0.0 22.2 11.1 Lane LOS B C B Approach Delay (s) 0.0 0.7 16.6 Approach LOS C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Proposed RIRO/Boulevard RIRO & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1224 25 0 1682 54 0 0 34 0 0 36 Future Volume (Veh/h) 0 1224 25 0 1682 54 0 0 34 0 0 36 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 0 1275 26 0 1752 56 0 0 35 0 0 38 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)758 pX, platoon unblocked 0.63 0.63 0.63 0.63 0.63 0.63 vC, conflicting volume 1752 1275 2164 3040 650 2390 3027 876 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1033 1275 1682 3063 650 2038 3043 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 91 100 100 94 cM capacity (veh/h) 432 540 37 8 411 20 8 690 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 850 451 876 876 56 35 38 Volume Left 0 0 0 0 0 0 0 Volume Right 0 26 0 0 56 35 38 cSH 1700 1700 1700 1700 1700 411 690 Volume to Capacity 0.50 0.27 0.52 0.52 0.03 0.09 0.06 Queue Length 95th (ft) 0 0 0 0 0 7 4 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 14.6 10.5 Lane LOS B B Approach Delay (s) 0.0 0.0 14.6 10.5 Approach LOS B B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: Spangler Road & East Access 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report PM Projected - Build Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 13 2 3 29 76 3 Future Volume (Veh/h) 13 2 3 29 76 3 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 14 2 3 30 79 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 116 80 82 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 116 80 82 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 100 100 cM capacity (veh/h) 878 980 1515 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 16 33 82 Volume Left 14 3 0 Volume Right 2 0 3 cSH 889 1515 1700 Volume to Capacity 0.02 0.00 0.05 Queue Length 95th (ft) 1 0 0 Control Delay (s) 9.1 0.7 0.0 Lane LOS A A Approach Delay (s) 9.1 0.7 0.0 Approach LOS A Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 67 351 929 39 382 916 619 37 135 321 630 127 Future Volume (vph) 67 351 929 39 382 916 619 37 135 321 630 127 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 2000 1900 1900 2000 1900 1900 2000 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 400 175 0 0 200 Storage Lanes 2 0 2 1 1 2 2 Taper Length (ft) 25 280 25 100 Lane Util. Factor 0.95 0.97 0.95 0.95 0.97 0.95 1.00 1.00 1.00 0.88 0.97 1.00 Ped Bike Factor Frt 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 3468 3488 0 3467 3725 1615 1736 2000 2814 3502 2000 Flt Permitted 0.146 0.950 0.674 0.478 Satd. Flow (perm) 0 533 3488 0 3467 3725 1615 1231 2000 2814 1762 2000 Right Turn on Red Yes Yes Yes Satd. Flow (RTOR) 4 175 91 Link Speed (mph) 35 35 35 35 Link Distance (ft) 378 891 192 423 Travel Time (s) 7.4 17.4 3.7 8.2 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 6% 0% 3% 0% 1% 2% 0% 4% 0% 1% 0% 0% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Shared Lane Traffic (%) Lane Group Flow (vph) 0 426 988 0 390 935 632 38 138 328 643 130 Turn Type Prot pm+pt NA Prot NA pm+ov pm+pt NA pt+ov pm+pt NA Protected Phases 5 5 2 1 6 7 3 8 8 1 7 4 Permitted Phases 2 6 8 4 Detector Phase 5 5 2 1 6 7 3 8 8 1 7 4 Switch Phase Minimum Initial (s) 3.0 3.0 15.0 3.0 15.0 3.0 3.0 8.0 3.0 8.0 Minimum Split (s) 10.0 10.0 22.0 10.0 22.0 7.5 10.0 20.0 7.5 12.5 Total Split (s) 21.0 21.0 45.0 22.0 46.0 31.0 31.0 22.0 31.0 22.0 Total Split (%) 17.5% 17.5% 37.5% 18.3% 38.3% 25.8% 25.8% 18.3% 25.8% 18.3% Yellow Time (s) 3.5 3.5 4.5 3.5 4.5 3.5 4.5 4.5 3.5 3.5 All-Red Time (s) 1.5 1.5 2.0 1.5 2.0 1.0 2.0 2.0 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 6.5 5.0 6.5 4.5 6.5 6.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None None None None Act Effct Green (s) 56.6 41.3 16.5 44.1 76.3 22.2 14.0 35.5 46.2 36.9 Actuated g/C Ratio 0.47 0.34 0.14 0.37 0.64 0.18 0.12 0.30 0.38 0.31 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Lane Group SBR Lane Configurations Traffic Volume (vph) 307 Future Volume (vph) 307 Ideal Flow (vphpl) 1900 Lane Width (ft) 12 Grade (%) Storage Length (ft) 200 Storage Lanes 1 Taper Length (ft) Lane Util. Factor 1.00 Ped Bike Factor Frt 0.850 Flt Protected Satd. Flow (prot) 1615 Flt Permitted Satd. Flow (perm) 1615 Right Turn on Red Yes Satd. Flow (RTOR) 313 Link Speed (mph) Link Distance (ft) Travel Time (s) Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 0.98 Growth Factor 100% Heavy Vehicles (%) 0% Bus Blockages (#/hr) 0 Parking (#/hr) Mid-Block Traffic (%) Shared Lane Traffic (%) Lane Group Flow (vph) 313 Turn Type Perm Protected Phases Permitted Phases 4 Detector Phase 4 Switch Phase Minimum Initial (s) 8.0 Minimum Split (s) 12.5 Total Split (s) 22.0 Total Split (%) 18.3% Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lost Time Adjust (s) 0.0 Total Lost Time (s) 4.5 Lead/Lag Lag Lead-Lag Optimize? Yes Recall Mode None Act Effct Green (s) 36.9 Actuated g/C Ratio 0.31 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Lane Group EBU EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT v/c Ratio 0.73 0.82 0.82 0.68 0.58 0.15 0.59 0.37 0.61 0.21 Control Delay 25.5 41.8 65.0 36.3 11.8 26.7 60.8 24.5 30.3 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.5 41.8 65.0 36.3 11.8 26.7 60.8 24.5 30.3 33.3 LOS C D E D B C E C C C Approach Delay 36.9 34.1 34.6 23.6 Approach LOS D C C C Queue Length 50th (ft) 88 384 152 333 197 18 102 78 185 77 Queue Length 95th (ft) 111 #496 #220 419 317 42 169 123 237 134 Internal Link Dist (ft) 298 811 112 343 Turn Bay Length (ft)400 175 200 Base Capacity (vph) 652 1203 492 1367 1100 498 258 853 1062 615 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.82 0.79 0.68 0.57 0.08 0.53 0.38 0.61 0.21 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 81 (68%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 32.6 Intersection LOS: C Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Frontage Road/Boulevard Access & US 30 Lanes, Volumes, Timings 1: Frontage Road/Boulevard Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Lane Group SBR v/c Ratio 0.44 Control Delay 5.9 Queue Delay 0.0 Total Delay 5.9 LOS A Approach Delay Approach LOS Queue Length 50th (ft) 0 Queue Length 95th (ft) 69 Internal Link Dist (ft) Turn Bay Length (ft) 200 Base Capacity (vph) 713 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.44 Intersection Summary HCM Unsignalized Intersection Capacity Analysis 2: Spangler Road & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1309 54 0 1327 0 77 Future Volume (Veh/h) 1309 54 0 1327 0 77 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 1336 55 0 1354 0 79 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 378 pX, platoon unblocked 0.81 vC, conflicting volume 1391 1815 362 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1391 1174 362 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free % 100 100 88 cM capacity (veh/h) 498 152 638 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 Volume Total 382 382 382 246 451 451 451 79 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 0 0 55 0 0 0 79 cSH 1700 1700 1700 1700 1700 1700 1700 638 Volume to Capacity 0.22 0.22 0.22 0.14 0.27 0.27 0.27 0.12 Queue Length 95th (ft) 0 0 0 0 0 0 0 11 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.4 Lane LOS B Approach Delay (s) 0.0 0.0 11.4 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 31.3% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 3: Crest Creek Plaza Access & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1265 49 164 1139 70 57 Future Volume (Veh/h) 1265 49 164 1139 70 57 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 1291 50 167 1162 71 58 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1214 994 pX, platoon unblocked 0.85 0.88 0.85 vC, conflicting volume 1341 2231 670 vC1, stage 1 conf vol 1316 vC2, stage 2 conf vol 915 vCu, unblocked vol 1049 1352 260 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free % 70 68 91 cM capacity (veh/h) 566 225 630 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 NB 2 Volume Total 861 480 167 581 581 71 58 Volume Left 0 0 167 0 0 71 0 Volume Right 0 50 0 0 0 0 58 cSH 1700 1700 566 1700 1700 225 630 Volume to Capacity 0.51 0.28 0.30 0.34 0.34 0.32 0.09 Queue Length 95th (ft) 0 0 31 0 0 32 8 Control Delay (s) 0.0 0.0 14.0 0.0 0.0 28.3 11.3 Lane LOS B D B Approach Delay (s) 0.0 1.8 20.6 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Proposed RIRO/Boulevard RIRO & US 30 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1273 49 0 1255 72 0 0 90 0 0 48 Future Volume (Veh/h) 0 1273 49 0 1255 72 0 0 90 0 0 48 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 0 1299 50 0 1281 73 0 0 92 0 0 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)758 pX, platoon unblocked 0.78 0.78 0.78 0.78 0.78 0.78 vC, conflicting volume 1281 1299 1964 2605 674 1930 2580 640 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 796 1299 1673 2494 674 1629 2462 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 100 77 100 100 94 cM capacity (veh/h) 651 529 46 22 397 41 23 848 Direction, Lane # EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 866 483 640 640 73 92 49 Volume Left 0 0 0 0 0 0 0 Volume Right 0 50 0 0 73 92 49 cSH 1700 1700 1700 1700 1700 397 848 Volume to Capacity 0.51 0.28 0.38 0.38 0.04 0.23 0.06 Queue Length 95th (ft) 0 0 0 0 0 22 5 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 16.8 9.5 Lane LOS C A Approach Delay (s) 0.0 0.0 16.8 9.5 Approach LOS C A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: Spangler Road & East Access 06/02/2020 7664.01 - US 30 Car Wash Synchro 10 Report Saturday Midday Projected - Build Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 27 5 4 50 52 2 Future Volume (Veh/h) 27 5 4 50 52 2 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 28 5 4 51 53 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 113 54 55 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 113 54 55 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 97 100 100 cM capacity (veh/h) 881 1013 1550 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 33 55 55 Volume Left 28 4 0 Volume Right 5 0 2 cSH 899 1550 1700 Volume to Capacity 0.04 0.00 0.03 Queue Length 95th (ft) 3 0 0 Control Delay (s) 9.2 0.6 0.0 Lane LOS A A Approach Delay (s) 9.2 0.6 0.0 Approach LOS A Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 15.9% ICU Level of Service A Analysis Period (min) 15