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HomeMy Public PortalAboutA 2022-10-27 - PSTP MEETING AGENDAAGENDA PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION Tag battob ECEIVE AGENDA SPECIAL MEETING OCT 2 5 2022 CITY OF LYNWOOD CITY K�, OFFICEett THURSDAY, OCTOBER 27, 2022 - 6:00 P.M. https://zoom.us/j/93581637394?pwd=ellvcjIYL3JJ VU40aFN IR2QrMOduQTO9 Meeting ID: 935 8163 7394 Passcode: 2qzA1E One tap mobile +16694449171„93581637394#,,,,*411330# US +16699006833„93581637394#„„*411330# US (San Jose) Dial by your location +1 669 444 9171 US +1 669 900 6833 US (San Jose) +1 719 359 4580 US +1 253 215 8782 US (Tacoma) +1 346 248 7799 US (Houston) +1 646 931 3860 US +1 929 205 6099 US (New York) +1 301 715 8592 US (Washington DC) +1 309 205 3325 US +1 312 626 6799 US (Chicago) +1 360 209 5623 US +1 386 347 5053 US +1 564 217 2000 US Meeting ID: 935 8163 7394 Passcode: 411330 Find your local number: https://zoom.us/u/adTkgvdz0H PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION MEMBERS FRANK CARRASCO JULIAN DEL REAL-CALLEROS DANIELA ESPINOZA RODRIGUEZ EFREN LOPEZ JOE BATTLE AGENDA 1. CALL TO ORDER 2. CERTIFICATION OF AGENDA 3. ROLL CALL FRANK CARRASCO JULIAN DEL REAL-CALLEROS DANIELA ESPINOZA RODRIGUEZ EFREN LOPEZ JOE BATTLE 4. PLEDGE OF ALLEGIANCE 5. INVOCATION 6. APPROVAL OF MINUTES 08-25-22 Meeting Minutes 7. PUBLIC ORAL COMMUNICATIONS (Regarding Agenda Items Only) 8. NON -AGENDA PUBLIC ORAL COMMUNICATIONS (This time is reserved for members of the public to address the Public Safety/Traffic and Parking Commission relative to matters that are not on the agenda. No action may be taken on non -agenda items unless authorized by law). 9. AGENDA ITEMS a. Traffic Signal Warrant Study at the Intersection of Sampson Avenue at Abbott Road b. Online Parking Permit Renewal c. Future PSTP Commission meetings (November & December 2022) 10.PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION ORAL AND WRITTEN COMMUNICATIONS (This section is designed for Commission Members and Staff to report on outside meetings attended that pertain to the work of the Commission). FRANK CARRASCO JULIAN DEL REAL-CALLEROS DANIELA ESPINOZA RODRIGUEZ EFREN LOPEZ JOE BATTLE 11.NEW/OLD BUSINESS 12.ADJOURNMENT Next Regular Meeting is scheduled for TBD ITEM A TRANSTECI f TO: City of Lynwood FROM: Transtech Engineers, Inc DATE: August 22, 2022 SUBJECT: TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE AT ABBOTT ROAD INTRODUCTION The City of Lynwood requested an evaluation of the intersection of Sampson Avenue at Abbott Road to determine if existing conditions warrant the installation of a traffic signal. To provide a complete evaluation a review of existing roadway conditions, 6.5 years of available collision data and completion of Signal Warrants as found in the California Manual on Uniform Traffic Control Devices (CAMUTCD) Section 4C was conducted. The assessment also included the collection of 24 -hour approach counts, a 24 -hour speed count on Abbott Road as well as peak hour turning movement counts with pedestrian count at the intersection of Sampson Avenue/Hildreth Avenue at Abbott Road. Figure 1: Vicinity Map Abbott Rd LEGEND itl" . .n1 piAO gra- g •It I:P J_r� cit skis'-`i.' * Subject Intersection: Sampson Avenue/Hildreth Avenue at Abbott Road C f Potty Cate 9. TIN WOOD City of Lynwood I Page 1 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD EXISTING CONDITIONS Figure 2: Existing Conditions a, LEGEND ESTOP SPEED LIMIT 35 Stop Sign (R1-1) Stop Sign (R1-1) with flashing beacon Existing Red Curb Speed Limit Sign (R2-1) *Intersection of Interest: Samson Avenue/Hildreth Avenue at Abbott Avenue Covered Bus Bench Abbott Road: Within the City of Lynwood, Abbott Road is considered by Caltrans Roadway Classification to be a minor arterial roadway and is approximately 70' (feet) wide with two travel lanes in each direction and a double yellow center line. There is no parking on both sides of the roadway on Fridays from 8arn to noon due to street sweeping. Abbott Road has a posted speed limit of 35 mph. Land use along Abbott Road is single family residential according to the City of Lynwood zoning map. LYNWOOD City of Lynwood I Page 2 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Sampson Avenue: Within the City of Lynwood, Sampson Avenue is considered by Caltrans Roadway Classification to be a local road and runs between Abbott Road and Imperial Highway. Lynwood High School is located approximately 1,250' (feet) to the south on Sampson Avenue from Abbott Road. Sampson Avenue is approximately 30' (feet) wide with one travel lane in each direction with no centerline. Parking is restricted on both sides of the roadway on Fridays, due to street sweeping. Sampson Avenue has a prima facie speed limit of 25 mph. Land use along Sampson Avenue is single family residential according to the City of Lynwood zoning map. Sampson Avenue is offset from Hildreth Avenue by about 50 feet. The intersection is all -way stop controlled with a white crosswalk in the east leg. Hildreth Avenue: Within the City of Lynwood, Hildreth Avenue is considered by Caltrans Roadway Classification to be a local road and is approximately 30' (feet) wide north of Abbott Road with one travel lane in each direction and no centerline. Parking is restricted on both sides of the roadway on Fridays due to street sweeping. Hildreth Avenue has a prima facie speed limit of 25 mph. Land use along Hildreth Avenue is single family residential according to the City of Lynwood zoning map. The City of Lynwood borderline with the City of South Gate is located approximately 150' (feet) north of the intersection of Hildreth Avenue and Abbott Road. PICTURE SUMMARY The following provides a picture summary of existing conditions at and near the intersection of Sampson Avenue/Hildreth Avenue at Abbott Road. Intersection of Sampson Avenue and Abbott Road — Looking North at intersection cn,g LYNWOOD 6lJ w City of Lynwood I Page 3 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Intersection of Abbott Road at Sampson Avenue/Hildreth Avenue — Looking East at intersection COLLISION INVESTIGATION Intersection of Abbott Road at Sampson Avenue/Hildreth Avenue — Looking West at intersection A Collision History Analysis was conducted for the subject intersection. Collision data was obtained from the computerized collision records system maintained by the State of California called the Statewide Integrated Traffic Records Systems (SWITRS). All collisions that were reported within 250 -feet of the subject intersection of Abbott Road and Sampson Avenue were recorded. The collision analysis was conducted over a 6.5 -year period between January 2016 to the most recent available collision data, August 2022. Based on the information provided, a summary breakdown of the number of collisions within the studied intersection are listed below and shown in Table 1. 2022: 2 Collision 2021:4 collisions 2020: 0 collisions 2019: 1 collision Total: 18 collisions 2018:4 collisions 2017:3 collisions 2016:4 collisions Table 1 provides a detailed list of the collisions within 250 -feet of the intersection of Abbott Road and Sampson Avenue/Hildreth Avenue and Figure 3 illustrates the approximate location of the collisions. LYNWOOD City of Lynwood I Page 4 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Table 1: Collision History List for the Intersection of Abbott Road and Sampson Avenue 100 Date Primary Road Secondary Road Dist Time Day of the Week Lighting (Day, Night, Etc.) Collision Type Severity I - Fatal 2 -Severe Injury 3.Other Visible Injury 4- Complaint of Pain 5- Prop Dam Only (POOH Motor Vehlde, Pedestrian, Bicycle Involved Collison Factor and Detail Descriptions Collision. Primary Factor 0In] Other Info 5/14/2022 ABBOTT RD SAMPSON AVE 12'W 11:12 SAT DAYLIGHT REAR END 5 OTHER MV EB THRU VEH HIT SB THRU VEH UNSAFE SPEED 0 N/A 2 1/2/2022 ABBOTT RD SAMPSON AVE 0 18:41 SUN DARK -ST HEAD-ON 4 OTHERMV WB THRU VEH HIT WB THRU VEH,WBTHRU VEH AND EB PRKD CAR UNSAFE SPEED 1 DRVR COMP PN 3 12/2/2021 ABBOTT RD SAMPSON AVE 0 9:15 THU DAYLIGHT BROADSI DE 4 BICYCLE EB DRVR COLLIDED WITH NB BICYCLIST FOR UNKOWN REASON UNKNOWN 1 N/A 4 10/28/2021 SAMPSON AVE ABBOTT RD 15'S 11:11 THU DAYLIGHT AUTO/PE D 2 PED in DRVR DID NOT YIELD O -W AND COLLIDEDWITH PED R-O-WPED I N/A 5 7/14/2021 ABBOTT RD SAMPSON AVE 0 20:27 WED DARK -ST SIDESWIP E S OTHER MV NB DRVR DID NOT ADHERE TO STOPSIGN/SIGNAL AND COLLIDED WITH SB DRVR STOP SGN/SIG 0 N/A 6 2/21/2021 ABBOTT RD SAMPSON AVE 122'W 4:33 SUN DARK -ST REAR END 5 NON-OSN EB OflVfl COLLIDED WITH PKDEB AND NB MV NOT STATED 0 HITANDRUN- MSDMNR 7 10/11/2019 ABBOTT RD SAMPSON AVE 0 16:45 FRI DAYLIGHT BROADS] DE 5 OTHERMV W8 DRVR DID NOT YIELD R O -W AND COLLIDED WITH ED DRVR DRVR R -O -W AUTO 0 HIT AND RUN - MSDMNR/ IMP- LINK 8 12/23/2018 ABBOTT RD SAMPSON AVE 0 12:52 SUN DAYLIGHT AUTO/PE D 4 PED EB DRVR DID NOT VIEW 8- 0-W AND COWDED WITH PED R-O-WPED I N/A 9 10/1/2018 ABBOTT RD SAMPSON 0 AVE 7:37 MON DAYLIGHT HEAD-ON 3 BICYCLE ED DRVR COMMITTED IMPROP TURN AND COWDED WITH WB BICYCLIST IMPROP TURN 1 N/A 10 4/10/2018 ABBOTT RD SAMPSON AVE 0 9:44 'TUE DAYLIGHT AUTO/PE D 4 PED WB DRVR DID NOT VIEW 0 -WAND COLUDED WITH PED R -O -W PED 1 N/A 11 1/8/2018 ABBOTT RD HILDRETH AVE 100'W 5:00 MON DARK -ST SIDESWIP E 5 PKDMV WB DRVR COMMITTED IMPROP TURN AND COWDED WITH PRO MV IMPROP TURN 0 0 RAINY WEATHER 12 10/25/2017 ABBOTT RD HILDRETH AVE 0 9:00 WED DAYLIGHT BROADS! DE 5 OTHERMV SB DRVR COLLIDED WITH WB DRVR FOR UNKNOWN REASON UNKNOWN N/A 13 9/18/2017 ABBOTT RD SAMPSON AVE 0 17:20 MON DAYLIGHT BROADS! DE 5 OTHERMV WE DRVR DID NOT ADHERE TO STOP SIGN/SIGNAL AND COLLIDED WITH NB DRVR STOP SGN/SIG 0 N/A 14 4/2/2017 ABBOTT RD HILDRETH AVE 20'E 19:20 SUN DAYLIGHT REAR END 5 OTHER MV WB DRVR TRAVELING AT UNSAFE SPEED COLLIDED WITH OTHER WB DRVR UNSAFE SPEED 0 HIT AND RUN - MSDMNR/ DRVR IMP - UNK 15 4/22/2016 ABBOTT RD HILO RETH AVE 90'W 1930 FRI DUSK/DAW N SIDESWIP E 5 PKDMV WB DRVR COLLIDED WITH PKDMV FOR UNKNOWN REASON UNKNOWN 0 DRVR IMP - LINK 16 4/15/2016 ABBOTT RD HILDRETH AVE 0 15:15 FRI DAYLIGHT BROADSI DE 4 OTHER MV WB DRVR DID NOT ADHERE TO STOP SIGN/SIGNAL AND COLLIDED WITH NB DRVR STOP SGN/SIG 1 N/A 17 rn 3/15/2016 uvnn,c ABBOTT RD SAMPSON AVE 60W n 7:42 .can TUE CAT DAYLIGHT name., REAR END 4 OTHERMV EB DRVR TRAVELING AT UNSAFE SPEED COLLIDED WITH OTHER EB DRVR UNSAFE SPEED n wnmO 1 N/A *cannon HILDRETH BROADS] a na„rn,wv WB nwAnnDInONO`n IWLUR n um L7rrYA LNWOOD City of Lynwood I Page 5 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE AT ABBOTT ROAD Figure 3: Collision Diagram !f!; o1%177i17 = a73 AVERAGE DAILY TRAFFIC (ADT) LEGEND Ill COuJS e53 -Crain Type w n...R..ra Pur Crash. Trials,/ Meath/ I 0 Severe Injury ® 0 Injury - Other Visible • 0 Injury - Complaint of Pain® 3 Property Tamale Only r 10 Total 13 POD & BIKE -Crash Type Fatality (Death) 0 Severe Injury PC; Injury - Other Visible y1 Injury • Complaint of Paint:{ 1 Property Damage Darr is 0 Total TOTAL CRASHES 18 Average Daily Traffic (ADT) data was obtained from counts taken on Tuesday February 8`h, 2022, on Sampson Avenue south of Abbott Road, on Hildreth Avenue north of Abbott Road and on Abbott Road to the east and west of Sampson Avenue. A summary of ADT data for each location is shown in Table 2: Average Daily Traffic (ADT). Table 2: Average Daily Traffic (ADT) Location Date/Time of Survey Dir. of Travel Vehicles per Day (vpd) Vehicles per Day (vpd) TOTAL On Sampson Avenue south of Abbott Road Tuesday February 8th, 2022 NB/SB NB 382 SB 288 670 On Hildreth Avenue north of Abbott Road Tuesday February 8th, 2022 NB/SB NB 431 SB 629 1,060 On Abbott Road east of Jackson Tuesday February 8th, 2022 EB/WB EB 7,904 WB 8,777 16,681 On Abbott Road west of Cornish Avenue Tuesday February 8th, 2022 EB/WB EB 6,977 WB 8,102 15,079 City of Lynwood i Page 6 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD SPEED SURVEY To assess the speed at which vehicles are traveling along Abbott Road, A 24 -hour speed sample taken on Tuesday February 8`h, 2022, on Abbott Road, east of Jackson Avenue and on Abbott Road, west of Cornish Avenue. The 85`h percentile speed of vehicles at each location is shown below. Table 3 below shows the speed survey results from Tuesday February 8th, 2022. The speed summary output files are attached (Attachment 2) at the end of the report. Table 3: Speed Survey along Abbott Road Location Dir. of Travel Date of Survey 85%ile Speed Posted Limit MPH Abbott Road east of Jackson Avenue EB/WB Tuesday February 8th, 2022 40 35 Abbott Road west of Cornish Avenue EB/WB Tuesday February 8th, 2022 38 35 PEAK HOUR TURNING MOVEMENT COUNT To determine what type of turning movements are encountered at the intersection of Abbott Road and Sampson Avenue/Hildreth Avenue, turning movement counts were taken at this intersection. The counts were taken during the hours of 7-9 AM, 2-4 PM, and 5-7 PM on February 8`h, 2022. The counts were taken after schools were back to in -person learning. Figures 4, 5 and 6 represent the highest 1 -hour count for each time period at the intersection. The peak hours were shown to be 7:30-8:30 AM, 3:00-4:00 PM, 5:15 AM -6:15 PM. Figure 4 below represents the calculated peak 1 -hour count during the AM Peak hour of 7:00-9:00 AM at the intersection of Abbott Road and Sampson Avenue/Hildreth Avenue. UryA OD LYNWO calf .� Abbott Road and Sampson Avenue/Hildreth Avenue: Highest 1 Hour in AM PEAK (7:30-8:30 AM) M e n n 18 693 ar 23 STOP 2 741 3 A Figure 4: AM Peak Hour Count 7:30-8:30 AM City of Lynwood I Page 7 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Figure 5 below represents the calculated highest 1 hour during the afternoon count of 2:00-4:00 PM at the intersection of Abbott Road and Sampson Avenue/Hildreth Avenue. Abbott Road and Sampson Avenue/Hildreth Avenue: Highest 1 Hour in AFTERNOON PEAK (3:00-4:00 PM) m ry m A 13 658 —� 8 m 28 670 or 15 STOP ID CO Figure 5: AFTERNOON Peak Hour Count 3:00-4:00 PM Figure 6 below represents the calculated highest peak 1 hour during the evening peak hour of 5:00-7:00 PM at the intersection of Abbott Road and Sampson Avenue/Hildreth Avenue. Abbott Road and Sampson Avenue/Hildreth Avenue: Highest 1 Hour in PM PEAK (5:15-6:15 PM) 4)(LA 540 6 A 25 F— 700 icr 12 STOP N t ( N ti 0 Figure 6: PM Peak Hour Count 5:15-6:15 PM 4 LYNWOOD GGfornu City of Lynwood I Page 8 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD PEDESTRIAN COUNTS To determine how many pedestrians are crossing at the intersection, peak hour pedestrian counts were taken during the same count periods as the intersection turning movement counts on Tuesday, February 8, 2022. The pedestrian counts tally the number of adult and school age pedestrians in each leg of the intersection during the count times of 7-9AM, 2-4PM and 5-7PM. Each hour is shown in Table 4. The west and east leg counts reflect pedestrians crossing Abbott Road the north and south legs crossed Sampson Avenue and Hildreth Avenue. Only the east leg of the intersection has a marked crossing. Please refer to Attachment 4 at the end of the report for the count sheet. Table 4: Summary of Pedestrians Crossing at Sampson Avenue/Hildreth Avenue and Abbott Road TIME LOCATION OF PEDESTRIAN CROSSING — MARKED OR UNMARKED CROSSWALKS NORTH LEG SOUTH LEG EAST LEG WEST LEG ADULTS SCHOOL AGE ADULTS SCHOOL AGE ADULTS SCHOOL AGE ADULTS SCHOOL AGE 7-8AM 2 1 1 2 0 0 0 0 8-9AM 2 2 3 2 0 1 0 0 2-3PM 1 1 1 0 1 0 0 0 3-4PM 8 0 3 11 1 0 0 0 5-6PM 6 2 18 0 1 0 0 0 6-7PM 1 0 14 1 0 0 0 0 TOTALPEDS 20 6 40 16 3 1 0 0 TRAFFIC SIGNAL WARRANT ANALYSIS TRAFFIC SIGNAL WARRANTS: Are based on Traffic Counts and collision data gathered for Abbott Road and Hildreth Avenue/Sampson Avenue. Traffic Signal Warrant worksheets are included as Attachment 5 at the end of this document. When determining if an intersection should be signalized, an engineering study that includes existing traffic conditions, pedestrian characteristics, and physical characteristics of the location is performed to determine whether installation of a traffic control signal is justified or warranted. The investigation of the need for a traffic control signal includes an analysis of factors related to existing operation and safety at the study location and the potential of a signal to improve these conditions. All installation of official traffic control is guided by the CAMUTCD Section 4C which outlines thresholds that should be met before the installation of a signal is to be considered, along with guidelines from the California Vehicle Code (CVC) and engineering judgement which bases its decision on a thorough field review of existing roadway characteristics and data collected. It is important to install official traffic control devices only when they are warranted or justified. Per CAMUTCD Section 4B.03 Advantages and Disadvantages of Traffic Control Signals, it is stated that when properly used, traffic control signals are valuable devices for the control of vehicular and pedestrian traffic. They assign the right-of-way to the various traffic movements and thereby profoundly influence traffic flow. The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. A traffic control signal should not be installed unless an engineering study LYNWOOD City of Lynwood I Page 9 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD indicates that installing a traffic control signal will improve the overall safety and/or operation of the intersection. A traffic control signal should not be installed if it will seriously disrupt progressive traffic. When traffic control signals are installed at will without justification or engineering judgment, they can result in one or more of the following: • Excessive delay, • Excessive disobedience of the signal indications, • Increased use of less adequate routes as road users attempt to avoid the traffic control signals, and • Significant increases in the frequency of collisions (especially rear -end collisions). TRAFFIC SIGNAL WARRANT DISCUSSION Warrant 1 is the Eight -Hour Vehicular Volume warrant and consists of two different conditions that can be met for the warrant to be satisfied. The Minimum Vehicle Volume warrant, Condition A, is intended for application at locations where a large volume of intersecting traffic is the principal reason for consideration of signal installation. The Interruption of Continuous Traffic, Condition B, is intended for application at locations where Condition A is not satisfied and where traffic volume on a major street is so heavy that the traffic on a minor intersection street suffers excessive delay or conflict in entering or crossing the major street. The California MUTCD also states that an intersection can be analyzed at a 70% reduction factor if the major street has a critical speed over 40 MPH. The major street, Abbott Road has a posted speed of 35 mph with critical speed (85th percentile speeds) in the high 30's. Therefore, the 70% reduction factor was not used in determining if minimum volume thresholds were met. (CAMUTCD Section 4C.01). Warrant 1 was not met. Warrant 2 is the Four -Hour Vehicular Volume warrant and is intended to be applied where the volume of intersection traffic is the principal reason to consider installing a traffic control signal. The warrant is satisfied when the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher -volume minor -street approach (one direction only) for 4 hours (any four 1 -hour periods) of an average day falls above the curve shown on Exhibits 4C-1 and 4C-2 for any of the existing combination of approach lanes. Warrant 2 was not met. Warrant 3 is the Peak Hour warrant and consists of two parts. The need for a traffic control signal shall be considered if either Part A or Part B is satisfied. The Peak Hour warrant is intended for use at locations where traffic conditions are such that for a minimum of 1 hour of an average day, the minor street traffic suffers undue delay when entering or crossing the major street. Part A of this warrant is satisfied when the delay experienced by the traffic on the minor street exceeds four vehicle -hours, the volume on the minor street exceeds 150 vehicles per hour and the total volume entering the intersection exceeds 650 vehicles per hour. Delay data was not collected at the intersection, so part A of this warrant was not analyzed. Part B of this warrant is satisfied when the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicles per hour on the higher -volume minor -street approach (one direction only) for 1 hour (any four consecutive 15 -minute periods) of an average day falls above the curve shown on Exhibits 4C-3 and 4C-4 for the existing combination of �,,f LYNWOOD Cifin, City of Lynwood I Page 10 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD approach lanes. From Exhibits 4C-3 the lower threshold volume for a minor street approach with one lane is 100 vehicles per hour. Warrant 3 was not met. Warrant 4 is the Pedestrian Volume warrant. The Pedestrian Volume warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. There are two parts that can satisfy the warrant, part A and part B. Warrant 4 was not met. Warrant 5 is the School Crossing warrant. The School Crossing warrant is intended for application where school children, grades K-8, cross the major street is the principal reason for installing a traffic signal. Warrant 5 was not applicable. Warrant 6 is the Coordinated Signal System warrant and is intended to maintain proper platooning of vehicles. This warrant is satisfied if the distance to adjacent signalized intersections is greater than 1,000 feet and these adjacent signals do not provide adequate platooning and a proposed traffic control signal will provide a progressive signal operation. The adjacent signals on Abbott Road both are over 1,000 feet away from the study intersection, but the all -way stop provides the platooning necessary. Warrant 7 is the Crash Experience warrant and is intended for application where the severity and frequency of crashes are the principal reasons to consider installing a traffic control signals. To satisfy this warrant, 5 or more reported collisions susceptible to correction by a traffic signal are to occur within a 12 - month period. The collision data collected was from January 1st, 2016 to August, 2022. The data showed that there were 4 collisions in 2016, 3 in 2017, 4 in 2018, 1 in 2019, 0 in 2020, 4 in 2021, and 2 in 2022. Warrant 7 was not met. Warrant 8 is the Roadway Network warrant and is intended to encourage concentration and organization of traffic flow on a roadway network. This warrant is applicable if the peak hour volumes of all approaches are greater than 1000 vehicles per hour to satisfy the first part of the warrant. Warrant 9 is the Intersection Near a Grade Crossing warrant and is intended for use when signal Warrants 1 through 8 are not met, but the proximity of a grade crossing is the principal reason to installing a traffic control signal. There is no grade crossing in proximity to the Abbott Road at Sampson Avenue/Hildreth Avenue intersection. Therefore, warrant 9 was not applicable. A signal warrant sheet as defined in the CAMUTCD Section 4C was prepared for the intersection of Abbott Road at Sampson Avenue/Hildreth Avenue. The results are shown in Table 4 below. The warrant sheets are included in Attachment 5. LYNWOOD ru m City of Lynwood I Page 11 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Table 5: Summary of Intersection Warrants Warrant CAMUTCD Section 4C Warrant Was Met Based on Volume for Each Day Traffic Signal Warrant 1, Eight -Hour Vehicular Volume NO Traffic Signal Warrant 2, Four -Hour Vehicular Volume NO Traffic Signal Warrant 3, Peak Hour NO Traffic Signal Warrant 4, Pedestrian Volume NO Traffic Signal Warrant 5, School Crossing N/A Traffic Signal Warrant 6, Coordinated Signal System NO Traffic Signal Warrant 7, Crash Experience NO Traffic Signal Warrant 8, Roadway Network NO Traffic Signal Warrant 9, Intersection Near a Grade Crossing N/A CONCLUSIONS AND RECOMMENDATIONS As documented in this report, based on the traffic volumes collected in the field, the traffic analysis showed that the location does not meet the minimum thresholds to satisfy the warrants (Table 5). The side street traffic is significantly less than traffic on Abbott Road. Pedestrians mainly crossed in the north and south legs. It would be more beneficial to add measures to make the stop more visible to approaching vehicles. According to the guidelines in the CAMUTCD, a traffic control signal should not be installed unless an engineering study indicates that installing a traffic control signal will improve the overall safety and/or operation of the intersection. It is recommended that the City monitor the safety and operation characteristics of the intersection again in one or two years and see if the intersection met signal warrants. Figure 7 below shows the current recommendations to increase awareness of the stop and crosswalk at the intersection. iltIsTWOQD City of Lynwood I Page 12 of 32 FIGURE 7: RECOMMENDATIONS FOR SAMPSON AVENUE AT ABBOTT ROAD Date Prepared: 6-23-22 INSTALL W3-1 STOP SIGN AHEAD SIGN APPROXIMATELY 120' (FEET) NORTH OF THE INTERSECTION AND SOUTH OF THE INTERSECTION ON NEW 10 FOOT BREAK AWAY POSTS WITH 8 FOOT VERTICAL CLEARANCE FROM BOTTOM OF SIGN. PER CAMUTCD 5C.04. SEE DETAIL 1. INSTALL R1-3 ALL WAY PLAQUE BENEATH EXISTING R2-1 STOP SIGNS. PER CAMUTCD 2B.05.SEE DETAIL 2. REPLACE EXISTING POST WITH 10 FOOT BREAK AWAY POSTS AND INSTALL EXISTING R2-1 STOP SIGN AND ALL WAY PLAQUE WITH 8 FOOT VERTICAL CLEARANCE FROM BOTTOM OF SIGN. 4A INSTALL W3-1 STOP SIGN AHEAD SIGN APPROXIMATELY 140' (FEET) EAST OF THE INTERSECTION ON EXISTING STREET LIGHT POLE WITH 8 FOOT VERTICAL CLEARANCE FROM BOTTOM OF SIGN. PER CAMUTCD 5C.04. SEE DETAIL 1. 4B INSTALL W3-1 STOP SIGN AHEAD SIGN APPROXIMATELY 160' (FEET) WEST OF THE INTERSECTION ON EXISTING STREET LIGHT POLE WITH 8 FOOT VERTICAL CLEARANCE FROM BOTTOM OF SIGN. PER CAMUTCD 5C.04. SEE DETAIL 1. 5 REPAINT THE EXISTING EAST LEG CROSSWALK WITH LADDER STRIPING IN WHITE PAINT (SPACING OF LINES SELECTED TO AVOID WHEEL PATH) AS WELL AS ADD RAISED PAVEMENT MARKERS (RPM) LINING THE CROSSWALK ON BOTH SIDES. TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE AT ABBOTT ROAD ATTACHMENTS: ATTACHMENT 1. Average Daily Traffic Data (Tuesday February 8th, 2022) • 1.1: On Sampson Avenue south of Abbott Road • 1.2: On Hildreth Avenue north of Abbott Road • 1.3: On Abbott Road east of Jackson Avenue • 1.4: On Abbott Road west of Cornish Avenue ATTACHMENT 2. 24 -hour Speed Survey (Tuesday February 8`h, 2022) • 2.1: On Abbott Road east of Jackson Avenue • 2.2: On Abbott Road west of Cornish Avenue ATTACHMENT 3. Peak Hour Intersection Count • 3.1: Peak Hour Intersection Count for Abbott Road at Sampson Avenue/Hildreth Avenue ATTACHMENT 4. Intersection Pedestrian Movement Count • 4.1: Intersection Pedestrian Movement Count for Abbott Road at Sampson Avenue/Hildreth Avenue ATTACHMENT 5. Traffic Signal Warrant Worksheet for intersection • 5.1: Traffic Signal Warrant Worksheet for Abbott Road at Sampson Avenue/Hildreth Avenue ca,v LYNWOOD u4/u.,iu City of Lynwood I Page 14 of 32 TRAFFIC SIGN AL WARRANT STUDY AT THE INTERSECTI ON OF SAMPS ON AVENUE/HILDRETH AVENUE AT ABB OTT ROAD Attachment 1 .1: ADT on Sampson A venue south of Abbott Road Prep ared by Nati onal Dab &Surveying Sendcea VOLUME Sampson Ave S/O Abbott Rd Day: Tuesday Date: 2/8/2022 City: Lynwood Project 0: CA22_020060_003 DAILY TOTALS NB SB' 382 288 :0 B EB WB — "ToiSf 670._j AM- .e rl• • N: 5: E: W: I T•7ALM •ed•• N: 5: E:• W: T•TAL 0:00 0:15 0:30 0:45 0 0 0 0 0 1 1 0 2 0 1 1 0 2 12:00 12:15 12:30 12:45 4 4 5 9 22 5 6 5 2 18 9 10 10 11 40 1:00 1:15 1:30 1:45 0 0 0 0 0 0 0 0 0 0 0 0 13:00 13:15 13:30 13:45 3 4 6 5 18 0 2 4 5 11 3 6 10 10 29 2:00 2:15 2:30 2:45 0 0 0 0 1 0 1 1 3 1 0 1 1 3 14:00 14:15 14:30 14:45 13 6 7 8 34 2 3 2 5 12 15 9 9 13 46 3:00 3:15 3:30 3:45 1 0 1 0 2 1 0 0 1 2 2 0 1 1 4 15:00 15:15 16:30 15:45 11 11 5 4 31 4 5 6 6 21 15 16 11 10 52 4:00 4:15 4:30 4:45 0 0 0 0 0 1 0 0 1 0 1 0 0 1 16:00 16:15 16:30 16:45 6 10 6 7 29 6 10 5 10 31 12 20 11 17 60 5:00 S:15 5:30 5:45 0 0 0 0 1 0 2 0 3 1 0 2 0 3 17:00 17:15 17:30 17:45 5 5 14 10 34 5 4 5 8 22 10 9 19 18 56 6:00 6:15 6:30 6:45 5 1 3 4 13 1 4 7 6 18 6 5 10 10 31. 18:00 18:15 18:30 18:45 16 6 8 5 35 4 6 4 3 17 20 12 12 8 52 7:00 7:15 7:30 7:45 5 7 13 10 35 4 5 7 7 23 9 12 20 17 58 19:00 19:15 19:30 19:45 5 0 5 1 11 5 5 2 4 16 10 5 7 5 27 8:00 8:15 8:30 8:45 1 15 5 8 35 8 10 4 5 27 15 25 9 13 62 20:00 20:15 20:30 20:45 8 4 4 3 19 2 1 2 1 6 10 5 6 4 25 9:00 9:15 9:30 9:45 4 4 5 2 15 6 6 2 4 18 10 10 7 6 33 21:00 21:15 21:30 21:45 1 5 1 1 8 0 2 2 2 6 1 7 3 3 14 10:00 10:15 10:30 10:45 8 2 1 5 16 3 3 2 5 13 11 5 3 10 29 22:00 22:15 22:30 22:45 3 2 2 0 7 1 1 0 1 3 4 3 2 1 10 11:00 11:15 11:30 11:45 4 7 2 2 15 4 2 1 6 13 8 9 3 8 28 23:00 23:15 23:30 23:45 1 2 0 0 3 1 0 0 1 2 2 2 0 1 5 TOTALS 131 123 254 TOTALS 251 165 416 SPLIT % 51. 6% 48.4% 37. 9% SPLIT% 60. 3% 39.7% 62.1% DAILY TOTALS NB SB 382 EB. WB 0 388 0 Total ___—_—_.I _ 670 _a AM Peak Hour AM Pk Vo lume Pk Hr Factor 7:30 45 0. 750 7:30 32 0.000 7:10 77 0.770 120 7:30 77 0.7 70 PM Pe ak Hour PM Pk Volume Pk Hr Factor 4-6 V olume 63 53 4-6 Peak Ho ur 1700 1600 4-6 Pk Volume 34 31 Pk Hr Fabler 0.607 0. 775 17:30 46 0.719 16:00 31 0.775 17:30 69 0. 863 116 16:00 60 0.750 7-9Volu me 70 50 7-9 Peak Hour 7:30 7:30 7. 9 Pk Vo lu me 45 32 Pk Hr Facto r 0.750 0800 cuyat YNWO OD C dgwnW City of Lynwoo d Page 15 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 1.2: ADT on Hildreth Avenue no rth of Abb ott Road Prepared by N ational Data Er Surveying S ervice. VOLUME Hildreth Ave N/O Abb ott Rd Day: Tuesday Da te: 2/8/2022 City: Lynw ood Project 8: CA22_020060 004 DAILYTOTALS Ng. --- ,Es- - w0 ---- - -' - _ _ _ rota . 1,060 1 _ 431 - 629 0 0 AM Period�'N: S: E: W:. T•TALJ DNI'. •LLerl:_ �1fl - 5: — --E. T•TAC 0:00 0 0 0 12:00 4 7 11 0:15 1 0 1 12:15 4 5 9 0:30 0 0 0 1230 6 6 12 0:45 1 2 0 1 2 12:45 7 21 4 22 11 43 1:00 1 1 2 13:00 10 4 14. 1:15 2 0 2 13:15 4 10 14 1:30 0 0 0 13:30 5 13 18 1:45 0 3 1 2 1 5 13:45 6 25 9 36 15 61 2:00 1 0 1 14:00 4 7 11 2:15 1 0 1 14:15 7 6 13 2:30 0 0 0 14:30 4 8 12 2:45 0 2 2 2 2 4 14:45 12 17 12 33 24 60 3:00 1 1 2 15:00 7 15 22 3:15 0 1 1 15:15 10 7 17 3:30 0 3 3 15:30 11 5 16 3:45 2 3 1 6 3 9 15:45 11 39 9 36 20 75 4:00 1 5 6 16:00 7 6 13 4:15 1 1 2 16:15 10 7 17 4:30 0 3 3 16:30 6 14 20 4:45 1 3 6 15 7 18 16:45 13 36 6 33 19 69 5:00 1 5 6 17:00 9 11 20 5:15 1 6 7 17:15 7 4 11 53 0 0 5 5 17:30 14 12 26 5:45 0 2 7 23 7 25 17:45 13 43 12 39 25 82 6:00 2 6 8 18:00 S 9 14 6:15 2 6 8 18:15 9 9 18 6:30 1 8 9 18:30 12 13 25 6:45 4 9 17 37 21 46 18:45 11 37 5 36 16 73 7:00 3 16 19 19:00 9 7 16 7:15 5 27 32 19:15 12 3 15 7:30 6 25 31 19:30 6 8 14 7:45 7 21 26 94 33 115 19:45 9 36 4 22 13 58 8:00 5 13 18 20:00 8 5 13 8:15 7 10 17 20:15 5 4 9 8:30 6 15 21 20:30 3 2 5 8:45 5 23 8 46 13 69 20:45 7 23 6 17 13 40 9:00 4 9 13 21:00 4 3 7 9:15 1 11 12 21:15 5 5 10 930 3 9 12 21:30 3 1 4 9:45 4 12 13 42 17 54 21:45 2 14 5 14 7 28 10:00 7 18 25 22:00 2 2 4 10:15 5 12 17 22:15 2 1 3 10:30 2 8 10 22:30 4 4 8 10:45 5 19 6 44 11 63 22:45 1 9 3 10 4 19 11:00 6 6 12 23:00 0 1 1 11:15 4 5 9 23:15 0 0 0 11:30 5 4 9 23 30 0 1 1 11:45 6 21 2 17 8 38 23:45 1 1 1 3 2 4 TO TALS 120 328 448 T OTALS 311 301 612 SPLIT% 26. 8% 73.2% 42. 3% SPLIT % 50 .8% 49 .2% 57.7 % DAILY TOTALS _ - NB 50 :EB 'We T otal 1,060 i 431 629 0 -0 AM Peak Hour AM Pk Vo lume 7:30 25 7:00 94 7:00 115 PM Peak Hour PM Pk Volume 18:30 44 17:45 43 17:30 83 Pk Hr tatter 0.893 0870 0. 871 Pk Hr Fact or 0 .917 0 .827 0.798 7.9volume 44 140 184 4-6 Volume 79 72 151 7- 9 Peak Hour 7:30 7:03 700 4-6 Peak Ho ar 16:45 1740 1700 7-9 Pk Volume 15 94 115 4.6 Pk Volume 43 39 82 Pk Hr Factor 0.893 0. 870 0871 Pk Hr Fa ctor 0.768 0.813 0.788 4%V A I,YNWOOD City of Lynwo od I Page 16 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTI ON OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 1 .3: ADT on Abbott R oad east of Jackson Avenue Pr epared by NDS/ATD Prepared by Natlan ai Dat a 8 Surveying Ser vice s V OLUME Abbott Rd E/0 Jackson Ave Day: Tuesday Date: 2/8/2022 City: Lynwood Pr oject d: CA22_020060_001 DAILY TO TALS NB SB 0—_—_ 0—_�7,904 8777 EB — WB Tot -at 16;681 AM Period natal. TOTAL PM Period learallETEMI 0 0 96 112 0 0 105 115 0 0 93 120 0 0 96 390 116 463 T OTAL 208 220 213 212 853 0:00 0:15 0:30 0:45 0 0 0 0 0 0 0 0 10 4 3 10 27 18 13 13 14 58 28 17 16 24 85 12:00 12:15 12:30 12:45 1:00 1:15 130 1:45 0 0 0 0 0 0 0 0 6 2 5 8 21 12 12 7 11 42 18 14 12 19 63 13:00 13:15 13:30 13:45 0 0 0 0 0 0 0 0 83 93 149 113 438 133 120 138 130 521 216 213 287 243 959 2:00 2:15 2:30 2:45 0 0 0 0 0 0 0 0 6 0 3 10 19 9 7 8 8 32 15 7 11 18 51 14:00 14:15 14:30 14:45 0 0 0 0 0 0 0 0 113 109 148 158 528 134 163 152 185 534 247 272 300 343 1162 3:00 3:15 3:30 3:45 0 0 0 0 0 0 0 0 5 17 19 10 51 6 12 5 11 34 11 29 24 21 85 15:00 15:15 15:30 15:45 0 0 0 0 0 0 0 0 206 178 146 165 695 160 171 189 184 704 366 349 335 349 1399 4:00 4:15 4:30 4:45 0 0 0 0 0 0 0 0 19 21 33 39 112 4 8 16 13 41 23 29 49 52 153 16:00 16:15 16:30 16:45 0 0 0 0 0 0 0 0 197 164 159 171 691 200 169 156 162 637 397 333 315 333 1378 5:00 5:15 5:30 5:45 0 0 0 0 0 0 0 0 44 61 77 70 252 20 10 15 35 80 64 71 92 105 332 17:00 17:15 17:30 17:45 0 0 0 0 0 0 0 0 142 156 154 146 598 169 174 184 192 719 311 330 338 338 1317 6:00 6:15 6:30 6:45 0 D 0 0 0 0 0 0 70 80 89 99 338 42 61 67 93 263 112 141 156 192 601 18:00 18:15 18:30 18:45 0 0 0 0 0 0 0 0 124 137 120 90 471 183 183 178 159 703 307 320 298 249 1174 7:00 7:15 7:30 7:45 0 0 0 0 0 0 0 0 142 199 203 225 769 133 144 185 175 637 275 343 388 400 1406 19:00 19:15 19:30 19:45 0 0 0 0 0 0 0 0 85 91 68 74 318 145 130 111 106 492 230 221 179 180 810 8:00 8:15 8:30 8:45 0 0 0 0 0 0 0 0 210 186 155 116 667 191 163 127 124 605 401 349 282 240 1272 20:00 20:15 20:30 20:45 0 0 0 0 0 0 0 0 56 50 60 60 226 102 108 95 81 386 158 158 155 141 612 9:00 9:15 9:30 9:45 0 0 0 0 0 0 0 0 80 98 79 85 342 88 87 79 103 357 168 185 158 188 699 21:00 21:15 21:30 21:45 0 0 0 0 0 0 0 0 38 45 42 32 157 84 64 72 50 270 122 109 114 82 427 10:00 10:15 10:30 10:45 0 0 0 0 0 0 0 0 98 82 89 72 341 87 96 88 98 369 185 178 177 170 710 22:00 22:15 22:30 22:45 0 0 0 0 0 0 0 0 32 19 21 19 91 52 49 38 43 182 84 68 59 62 273 11:00 11:15 11:30 11:45 0 0 0 0 0 0 0 0 68 88 75 79 310 102 94 84 114 394 170 182 159 193 704 23:00 23:15 23:30 23:45 0 0 0 0 0 0 0 0 19 10 12 11 52 25 20 26 33 104 44 30 38 44 156 TO TALS 3249 2912 6161 TOTALS 4655 5865 10520 SPOT% 52.7% 47.3% 36.9% SPLIT% 44.2% 55. 8% 63.1% DAILY TOTALS NB SB 0 EB WB 7,904 8;77,1 _ Total _15,681_ AM Peak Hour AM Pk Volume Pk Hr Fa8a r 7-9 Volume 7-9 Peak Hour 7-9 Pk Volume Pk Hr [attar 7:15 837 0.930 1436 1242 2678 7:15 7:30 7:31 837 714 1538 0. 930 0.935 0.959 7:30 714 0.915 730 1538 0.959 PM Peak Hour PM Pk Volume Pk Hr Factor 4.6 Volume 4.6 Pea k Hou r 4-6 Pk Volume Pk He Fader 15:00 695 0843 1289 1406 2695 16:00 17:00 16:00 691 719 1378 0.877 0.936 0.26 8 15:15 744 0.930 15:15 1430 0.901 LY 01701 NWOOD O4,J,n u City of Lynwood j Page 17 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 1 .4: ADT on Abb ott Road west of Cornish Avenue Prepared by NDS/ATD %epered by National Data 8 Surv eying Services VOLUME Abbott Rd W/O Cornish Ave Day: Tuesday Da te : 2/8/2022 thy: Ly nwood Proje ct 0: CA22_020050_002 . _D AILY TOTALS NB SB — EB, W8 - Total T 15,079..1 0 0 _1,977 8 10 AM'• eri• • N:_• is _ E: W: Ts TAI •MPerio• NB 5: E: WL TTTAL 0:00 0 0 10 11 21 12:00 0 0 87 107 194 0:15 0 0 5 13 18 12:15 0 0 89 99 188 0:30 0 0 4 12 16 12:30 0 0 93 110 203 0:45 0 0 8 27 13 49 21 76 12:45 0 0 83 352 114 430 197 782 1:00 0 0 6 8 14 13:00 0 0 80 124 204 1:15 0 0 2 10 12 13:15 0 0 84 102 186 1:30 0 0 6 8 14 13:30 0 0 129 130 259 1A5 0 0 4 18 9 35 13 53 13:45 0 0 110 403 135 491 245 894 2:00 0 0 4 9 13 14:00 0 0 102 124 226 2:15 0 0 0 3 3 1 4:15 0 0 101 163 264 2:30 0 0 2 9 11 14:30 0 0 131 138 269 Z:45 0 0 7 13 7 28 14 41 14:45 0 0 144 478 168 593 312 1071 3:00 0 0 2 5 7 15:00 0 0 202 157 359 3:15 0 0 12 10 22 15:15 0 0 168 163 331 330 0 0 12 4 16 15:30 0 0 140 169 309 3:45 0 0 9 35 7 26 16 61 15:45 0 0 157 667 177 666 334 1333 4:00 0 0 12 2 14 16:00 0 0 193 185 378 4:15 0 0 16 9 25 16:15 0 0 156 146 302 4:30 0 0 24 14 38 16:30 0 0 135 155 290 4A5 0 0 32 84 12 37 44 121 16:45 0 0 156 640 146 632 302 1272 5:00 0 0 30 15 45 17:00 0 0 130 165 295 5:15 0 0 39 10 49 17:15 0 0 153 157 310 5:30 0 0 61 18 79 17:30 0 0 147 166 313 5:45 0 0 56 186 37 80 93 266 17:45 0 0 130 560 163 651 293 1211 6:00 0 0 55 45 100 18:00 0 0 113 191 304 6:15 0 0 69 61 130 18:15 0 0 127 162 289 6:30 0 0 77 64 141 18:30 0 0 94 166 260 6:45 0 0 75 276 84 254 159 530 18:45 0 0 100 434 127 646 227 1080 7:00 0 0 130 127 257 19:00 0 0 75 127 202 7:15 0 0 151 152 303 19:15 0 0 88 102 190 7:30 0 0 164 179 343 19:30 0 0 54 107 161 7:45 0 0 194 639 172 630 366 1269 19:45 0 0 77 294 97 433 174 727 8:00 0 0 176 174 350 20:00 0 0 42 82 124 8:15 0 0 167 162 329 20:15 0 0 46 100 146 8:30 0 0 131 125 256 20:30 0 0 49 83 132 8:45 0 0 103 577 121 582 224 1159 20:45 0 0 56 193 65 330 121 523 9:00 0 0 72 88 160 21:00 0 0 28 68 96 9:15 0 0 81 90 171 21:15 0 0 45 54 99 9:30 0 0 76 83 159 21:30 0 0 38 60 98 9:45 0 0 59 288 81 342 140 630 21:45 0 0 22 133 40 222 62 355 10:00 0 0 80 79 159 22:00 0 0 27 46 73 10:15 0 0 67 90 157 22:15 0 0 22 43 65 10:30 0 0 75 86 161 22:30 0 0 17 37 54 10:45 0 0 63 285 88 343 151 628 22:45 0 0 13 79 40 166 53 245 11:00 0 0 66 95 161 23:00 0 0 14 23 37 11:15 0 0 73 83 156 23:15 0 0 7 20 27 11:30 0 0 63 82 145 23:30 0 0 12 14 26 11:45 0 0 72 274 96 356 168 - 630 23:45 0 0 9 42 23 80 32. 122 . TOTA LS 2702 2762 5464 TOTALS 4275 5340 9615 SPLIT% 49.5% 50.5% 36.2% SPLIT% 44.5% 55.5% 63.8% OAILYTOTALS NB Sit , EB — WEI - - - - -- - Total -0 0 6a977 8101 - _-_ __ _ - _ 15.079] AM Pea k Hou r 7:30 7:30 730 PM Peak Hour 15:00 15:15 15:15 AM Pk Volume 701 687 1388 PM Pk V olume 667 694 1352 Pk Hr Fa cto r 0.903 09 59 0.948 Pk Kr Factor 0. 825 0.938 0894 7-9 Volume 1216 1212 2423 4-6 Volume 1200 1283 2483 7-9 Peak Hour 7:30 7:30 73 0 4.6 Peak Ho ur 16:00 17:00 16130 7-9 Pk Volume 701 687 1388 4-6 Pk Volume 640 651 1272 Pk Hr Factor 0.903 0. 959 0. 948 Pk Hr Facto r 0. 829 0980 0. 841 uyq LYNWO OD r d�h.w City of Lynwoo d i Page 18 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 2.1: 24 -Hour Speed Count on Abbott Road east of Jackson Avenue RS•el 07 Nase Den Blnel^8 Sits SPEED Abbott Rd E/0 Jackson Ave Day: Tuesday Date: 2/8/2012 City: Lynwood Project R: CA22 020060 001 TlDle_ n -n 20-24 35-29 30,34 Ezi 40-44 no 60.64 Iril + Ea 85 _ 63 51 85 153 _ 332 601 1406 1272 699 710 704 853 959 1162 _ 1399 _1378 1317 1174 _ 810 612 427 273 156 50-54 01 0:00 AM 1:00 _ 2:00 3:00 4:00 5:00 6:00 7:0Q __ 8:00 9:00 10:00 11:00 12:00 PM 13:00 14:00 15;00 16:00 27:00 18:00 19:00. 20:00 _ 31:00 _ 22:00 23:00 1 2 1 0 1 0 0 5 _ 1 1 1 1 -0 0 1 1 3 5 8 8 _ _ 7 5 14 12 11 22 28 40 25 36 16 10 l9 4 8 4 - 1 4 3 _ 3 _ 10 16 _ 44 _ 28 _ 16 15 _ 14 21 _ 19 47 48 58 98 118 34 22 _ 8 7 8 14 - ii 5 8 14 35 44 150 158 71 91 78 104 _ 110 149 _215 216 245 277 178 123 _ 69 44 27 27 15 12 23 45 _ 82 141 _ 441 411 _ 203 213 222 265 _ 302 400 . 436 477 472 381 290 228 _ 145 95 54 22 21 17 _ 3d 54 _ _ 111 _235 _ 7165 420 280 254 247 293 _ _335 360 473 385 331 254 225 167 _136 85 40 10 11 8 8 31 57 117 __ 251 _ 207 _ 103 109 103 124 _ 141 143 157 152 100 79 46 48 _ 34 27 12 4 1 2 _ 5 3 _ 28 37 33 30 29 16 15 21 _ _31 32 26 30 28 11 _ _ 14 9 _ 9 6 6 _ _ - _ _ _ _ _ __ _ _ _ ., _ _ _ 0 0 0 _ 0 0 0 0 _0 0 0 0 _ 0 _ 0 _ 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 _, _ at 2% 4% IMBUE 15% 9111111E:1 32% SMELL 31% NC 12% MEC 3% a =MC 0% MINK- 6% t t MICE 100% 0% IMMItinZAMEIEL %al Tomb 1% AM Volumes •. %AM AMPeall Hour Volume 25 0% MOO 1 53 3% 1100 14 158 1% 7830 44 650 4% am 158 1831 11% 701 441 HAD 13% 700 465 1015 6% 790 251 203 1% - 6.03 37 42 0% >:W 8 7 0% 1100 3 3 V% 500 1 0 0 6161 31% JJb 14CP6 PM Volumes 73 231 :488 1757 3545 3031 1061 _ 221 36 11 _ _ 2 _ 0 0 10510 %PM 0% _ I% 3% 11% 21% 18% 6% t% 0% 0% P% 63% PM Peak Hour 1003 16CO 1MCO 1603 1500 1400 _1203 1310 17.03 1503 Volume _ _ 17 _ _ 40 118 377 _ _1600 477 _3500 473 157 31 8 4 1 1399 Directional P ak Periods AM 7-9 NOON 12-2 PM 4-6 Of/ Peak Volumes All Speeds Volume % Volume % Volume % Volume % 2678 16% 1812 a—• 11% 2695 '—• 16% 9496 a—• 57% e__• StreetNama, I — 15th . . .% 50th Average 85th 95th ADT Abbott Rd Summary 28 35 34 40 44 16681 cur LYNWOOD caHm7, City of Lynwood I Page 19 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 2.2: 24 -Hour Speed Count on Abbott Road west of Cornish Avenue Romeo by Ntim10... a 9uwmm9 9mo. SPEED Abbott Rd W/O Cornish Ave Day: Tuesday Date: 2/8/2022 Summa `Time 415 15-:19 20:•:24 25-29. 30.34 35-39 4044 45.49 .50.54 $5.59 60.64 65.69 704'. Total 0:00 AM 1:00 2:00 3:00 _ 4:00 5:00 6:00 7:00 _ 8:00 9:00 10:00 11:00 12:00 PM 13:00 14:00 15:00 16:00 1]:00 18:00 19:00 20:00 21:00 _ 22:00 23:00 __ _ 1 1 3 1 1 _ 1 2 _ 1 _ _ _ 1 _ _ _ _1 1 _ _ 1 23 19 22 _ 15 17 15 8 8 8 5 _ 1 _ 2 1 _ 1 1 _ 1 2 I 3 3 2 5 8 3 2 1 1 19 17 12 _ 15_ 20 43 91 _ 183 213 _ 105 120 _ 102 157 _ 153 222 279 297 _ __ 333 336 236 151 _ 84 72 30 28 15 13 21 61 111 _ 240 _563 509 _ 281 257 283 330 393 505 638 591 555 425 308 230 151 94 49 16 9 10 12 29 71 138 _ 385 345 174 180 171 213 247 217 280 256 202 164 102 89 61 46 26 5 2 2 5 9 16 34 81 52 40 38 _ 31 38 49 _ 31 59 58 26 21 13 7 20 5 6 _ _ _ 1 _ _ 0 0 0 _ 2 0 0 1 2 0 _ 0 1 0 1 0 1 1 _ 0 1 1 0 0 0 1 0 0 0 0 _ 0 0 0 0 0 0 0 0 0 0 1 0 0 0 _ _ _0 0 0 0 _ 0 1 0 0 0 0 0 0 0 0 __ 0 0 0 0 __ 0 0 0 0 0 0 0 0 0 0 0 0 0 _ _ _ _ 0 _ 0 0 __ 0 0 0 0 0 0 — 0 0 _ 0 0 _ 0 0 • 0 _ 0 _ _ _ 0 0 0 0 0 0 0 76 53 41 _ 61 121 266 530 1269 1159 _630 628 630 782 894 1071 1333 1272 1211 1080 727 523 355 245 122 a 1% AME1 lliC- 1% 3% 22% 44% Inca 23% 8% an 1% 0% .ailia♦.� 0% ' 1009 %al Totals City: Lynwood Prefect 4: CA22 020060002 PMValume5 %AM _AM Peak Hour_ Volume Si 0% 1100 11 60 0% ___ 700_ 11 119 1% 7:00_ 13 915 6% __840__ 113 2181 16% _710 663 1540 10% _ _ 290 365 315 2% 790 el 43 0% • _ _ 7330 Il 6 0% __3.W 2 0 __ 0 __ 0 _ 0 1463 36% ., 7330 3169 PM Volumes 174 157 378 2350 4169 1901 333 41 0 4 0 0 0 9615 %PM 1% 1% 3% 16% 18% 13% I% 0% 0% 0% 64% PM Peak Now 1490 14 189] 15:00 1530 ISIq 340] 12:00 l9] 15:0 Volume 33 23 89 _1430 336 636 180 59 9 1 I 1333 Directional Peak Periods AM 7.9 NOON 12.2 PM 4.6 Oft Peak Volumes All Speeds Volume % Volume % Volume % Volume % 2428 •"-' 16% 1676 11% 2483 '—' 16% 8492 56% `—' ..__' Street Nama Mention 15th —' - . 50th --- _ Peen Average es 85th 95th ADT Abbott Rd Summary 27 32 32 38 40 15079 cryA LYNWOOD fiAfunp City of Lynwood I Page 20 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 3.1: Peak Hour Intersection Count Prepared by National Data & Surveying Services Sampson Ave/ Hildreth Ave & Abbott Rd Peak Hour Turning Movement Count ID: 22-020061-001 City: Lynwood K 0 07:30 AM - 06:30 AM 03:00 PM - 04:00 PM 05:15 PM - 06:15 PM Sampson Me/ Hlldreth Ave SOUTHBOUND NOON AM 6 6 73 0 9 2 31 0 PM 5 , 2 36 I 0 AM NOON PM 720 701 727 « .� ♦ 4 is 0 0 0 0 2 13 4 J' 0 741 658 540 2 3 8 . 6 " AM NOON PM Totals (AM) m o n m 2J� + ~t18 741* « 693 h f rs23 N lA N - V Totals (NOON) m ry m 134 + 4t28 658 «670 8'1 15 -, f rip N m W N Totals (PM) m 44 + ~ t25 540* ® « 700 6'>►h * ri 12 N r N N NJ C) [snYy LNWOOD c.�GI �, tr r) PM 0 NOON 0 ± AM 0 AM 0 NOON 0 PM 0 O 0 1,, 0 t% PM NOON AM 0 1 0 25 AM 47 NOON 41 PM CONTROL 4 -Way Stop TEV PHF 1608 AM 0.94 1470 NOON 0.94 1374 PM 0.94 V 20 25 32 0 1 0 Day: Tuesday Date: 2/8/2022 7:00 AM - 09:00 AM 2:00 PM - 04:00 PM F 5:00 PM - 07:00 PM PM NOON AM 0 t_ 25 28 18 2 ♦ 700 ' 670 1693 0 r 12 15 1 23 0 4- 0 0 0 O n D n i t c 5861 697 831 0 22 12 ' 10 PM 0 22 1 6 8 NOON 0 21 5 17 AM PM NOON AM NORTHBOUND Sampson Ave/ Hlldreth Avo �, Podostdans Crosswalks) ° ooh z z 4 +i 00 0 0� J'" a i Sd a Oz a% B O N � 0 PM i 0 NOON 1 AM 0 AM t 1 NOON 0 PM N r tT Y a e O e Ui N z o .-t N Totals (AM) °o an N 4.1 24 4. let 18 741-► «693 (23 TNnNT Totals (NOON) N mL 134 8 t28 658.4 d` 670 h - rt 15 7.1 N m W P N Totals (PM) 4J� 4 '.. t 25 540w, 4-700 6i•, ? rC12 N F+ - N N O City of Lynwood I Page 21 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 4.1: Intersection Pedestrian Movement Count National Data & Surveying servicesIntersection Turning Location: Sampson Ave/ Hildreth Ave & A6bOtth .dement Co tL ID: 22-020061-001 City: Lynwood Date: 2/8/2022 Data - Total Peds NS/EW Streets: Sampson AAVee/ Hildreth Sampson AveA Hildreth I Abbott Rd Abbott Rd it NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 1 1 0 0 0 0 2 7:15 AM 0 2 0 0 0 0 0 0 2 7:30 AM 1 0 0 0 0 0 0 0 1 7:45 AM 0 0 0 1 0 0 0 0 1 8:00 AM 0 0 1 1 0 1 0 0 3 8:15 AM 0 1 1 0 0 0 0 0 2 8:30 AM 0 1 0 2 0 0 0 0 3 8:45 AM 1 1 0 0 0 0 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES: 2 5 3 5 0 1 0 0 16 APPROACH 0k's: 28.57% 71.43% 37.50% 62.50% 0.00% 100.00% PEAK HR : 07:30 AM - 08:30 AM TOTAL PEAK HR VOL: 1 1 2 2 0 1 0 0 7 PEAK HR FACTOR: 0.250 0.250 0.500 0.500 0.500 0.500 0.250 0.250 0.583 NOON NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 2:00 PM 2:15 PM 2:30 PM _2:45 PM 3:00 PM 3:15 PM 3:30 PM 3:45 PM 0 1 0 1 0 0 0 0 _ 2 4 0 0 1 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 1 0 0 0 _ 0 _ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 0 6 7 7 3 TOTAL VOLUMES: APPROACH o/o's : EB WB 3 7 30.00% 70.00% ES WB 13 2 86.67% 13.33% NB 1 50.00% SB 1 50.00% NB 0 SB 0 TOTAL 27 PEAK HR : 12:00 AM - 01:00 AM 13 1 0.464 0.250 0.500 1 0.250 0 0.250 0 0 TOTAL 23 0.821 PEAK HR VOL: PEAK HR FACTOR : 3 5 0.375 0.313 0.333 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 5:00 PM 2 2 4 1 0 1 0 0 10 5:15 PM 1 1 2 4 0 0 0 0 8 5:30 PM 1 0 3 0 0 0 0 0 4 5:45 PM 1 0 3 1 0 0 0 0 5 6:00 PM _ 0 1 2 1 0 0 0 0 4 6:15 PM 0 0 3 3 0 0 0 0 6 6:30 PM 0 0 0 2 0 0 0 0 2 6:45 PM 0 0 0 4 0 0 0 0 4 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES: 5 4 17 16 0 1 0 0 43 APPROACH %'s: 55.56% 44.44% 51.52% 48.48% 0.00% 100.00% PEAK HR : 05:15 PM - 06:15 PM TOTAL PEAK HR VOL: 3 2 10 6 0 0 0 0 21 PEAK HR FACTOR: 0.750 0.500 0.625 0.833 0.375 0.667 0.656 upef LYNWOOD City of Lynwood I Page 22 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD 2.100' to Atlantic Ave Attachment 5.1: Traffic Signal Warrant Worksheet for Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5) COUNT DATE 02/08/22 CALC DATE CHK DATE DIST CO RTE PM Major St Abbott Road Critical Approach Speed 38 EB. 40 W13 mph Minor St Sampson Avenue/ Hildreth Avenue Critical Approach Speed 25 mph Speed limit or critical speed on major street traffic > 40 mph 0 o or RURAL (R) 85' /o In built up area of isolated community of < 10,000 population 0 El URBAN (U) WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES 0 NO (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES 0 NO N 80% SATISFIED YES 0 NO N MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH LANES Both Approaches Major Street Highest Approach Minor Street 500 i 350 400 150 120) (280) 105 (64) 2 or More 420 (336) 140 (160) (112) 539 37 c` c c ^/coyae���?.? our 1276 94 1182 46 645 42 654 44 1371 36 12_79 39 1137 36 Condition B - Interruption of Continuous Traffic 100% SATISFIED YES 0 NO El 80% SATISFIED YES 0 NO 0 MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH LANES 2 or Mare b q 4 ��y N./e�`e�^e/OUr Both Approaches Major Street Highest Approach Minor Street 750 (600) 75 (60) 525 (420) 53 (42) 900 (720 Wa (80) Combination of Conditions A & B 630 (504) 70 (56) 539 37 1276 94 1182 43 645 42 654 44 1371 36 1279 39 1137 36 SATISFIED YES 0 NO El REQUIREMENT CONDITION V/ FULFILLED TWO CONDITIONS SATISFIED 80% MINIMUM VEHICULAR VOLUME Yes Yes No • t3 AND, B. INTERRUPTION OF CONTINUOUS TRAFFIC AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED TO SOLVE THE TRAFFIC PROBLEMS Yes No • The satisfaction of a traffic signal warrant or warrants shall not In Itself require the installation of a traffic control signal. u; •, ter.{ � �,u . LYNWOOD �J n City of Lynwood I Page 23 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C -1O1 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) WARRANT 2 - Four Hour Vehicular Volume SATISFIED' YES 0 NO Record hourly vehicular volumes for any lour hours of an average day. 6 �Hour APPROACH LANES 2 or One More Both Approaches - Major Street ✓ 1 276 1182 645 1654 Higher Approach - Minor Street ✓ 94 46 42 44 'All plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes ■ No Pi Qj3, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes No ■ RI WARRANT 3 - Peak Hour (Part A or Part B must be satisfied) PART A (All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15 -minute periods) SATISFIED YES 0 NO O SATISFIED YES ❑ NO El 1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle -hours for a one -lane approach, or five vehicle -hours for a two-lane approach; fon 2. The volume on the same minor street approach (one direction only) equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes' AND 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches. PART B 2 or '/Hour nrrn'Jn.I i VNuao VIIG IYIV,O Both Approaches - Major Street ✓ 1276 Higher Approach - Minor Street ,i 94 Yes ❑ No El Yes ❑ No Yes © No ❑ SATISFIED YES ❑ NO El The plotted point falls above the applicable curve In Figure 4C-3. (URBAN AREAS) Yes ■ No Di Q$, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes No ■ RI The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal. clrq LYNWOOD City of Lynwood j Page 24 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Based on Traffic Counts and proposed vehicle trips, on Abbott Road at Sampson Avenue/Hildreth Avenue, Traffic Signal Warrants were analyzed. The figures below represent the Traffic Signal Warrants used for the subject intersection located in the City of Palm Desert. These figures are per the California MUTCD 2014 Edition Chapter 4C, Traffic Control Signal Needs Studies, Part 4, Highway Traffic Signals. Figure 4C-1. Warrant 2, Four -Hour Vehicular Volume 500 400 MINOR STREET 300 HIGHER - VOLUME APPROACH - 200 VPH 100 LYNWOOD rd�yp 2 OR MORE LANES & 2 OR MORE LANES 2OR MORE LANES & 1 LANE 1 LANE & 1 LANE 94 J244 OO n 300 400 500 6045 700 800 900 1000 1100 1200 1300 1400 1182 1276 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 115' Q 'Note: 115 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor -street approach with one lane. 80' City of Lynwood I Page 25 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets -Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C-2. Warrant 2, Four -Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) MINOR STREET HIGHER - VOLUME APPROACH - VPH 400 300 200 100 2 OR MORE LANES & 2 OR MORE LANES 2ORMO'E LANES 1 LANE &1 NE 1 `.NE -..a- 200 300 400 500 600 700 800 900 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Note: 80 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor -street approach with one lane. CAMUTCD Section 4C.03 Warrant 2, Four -Hour Vehicular Volume 8 ' 60• 1000 The Four -Hour Vehicle Volume signal warrant conditions are intended to be applied where the volume of the intersecting traffic is the principal reason to consider installing as traffic control signal. There is a need for a traffic control signal if an engineering study finds that for each of any 4 hours of an average day, the plotted points representing the minor and major vehicle per hour counts fall above the applicable curve. As shown in the graph above, the intersection of Abbott Road at Sampson Avenue/Hildreth Avenue does not meet Warrant 2, Four -Hour Vehicular Volume. LYNWOOD City of Lynwood I Page 26 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C-3. Warrant 3, Peak Hour 600 500 MINOR STREET 400 HIGHER - VOLUME 300 APPROACH - VPH 200 100 MINOR STREET HIGHER - VOLUME APPROACH - VPH 2 OR MORE LANES & 2 OR MORE LANES 2 OR MORE LANES & 1 LANE 94 1 LANE & 1 LANE 150' 100' 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 I27( MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Note: 150 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor -street approach with one lane. Figure 4C-4. Warrant 3, Peak Hour (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400 300 I,YNWOOD 200 100 2 OR MORE LANES 2 OR & 2 ORE OR MORE LANES LANES 1 LANE S 1 N 1 LANE 100' 75' 300 400 500 600 700 800 900 1000 1100 1200 1300 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Note: 100 vph applies as the lower threshold volume for a minor -street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor -street approach with one lane. City of Lynwood I Page 27 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD CAMUTCD Section 4C.04 Warrant 3, Peak Hour The Peak Hour Signal warrant is intended for use at a location where traffic conditions are such that for a minimum of 1 hour of an average day, the minor street traffic suffers undue delay when entering or crossing the major street. There is a need for a traffic control signal if an engineering study finds that for the peak hour of an average day, the plotted points representing the minor and major vehicle per hour counts fall above the applicable curve. As shown in the graph above, the intersection of Abbott Road at Sampson Avenue/Hildreth Avenue does not meet Warrant 3, Peak Hour. 114 YNWOOD Carr,Na City of Lynwood I Page 28 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C -1O1 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4 - Pedestrian Volume (Parts 1 and 2 Must Be Satisfied) A B. Part 1 (Parts A or B must he satisfied))�P�pC / b� /N - Hours ---> Vehicles per hour for any 4 hours 1182 1371 1279 1137 Pedestrians per hour for any 4 hours 10 23 27 16 Hours ---> Vehicles per hour for any 1 hour 1182 1371 1279 1137 Pedestrians per hour for any 1 hour 10 23 27 16 Part 2 AND, Th0 to the nearest traffic signal along the major street is greater Yes © No ■ Rdistance than 30Q$, The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes • No iN SATISFIED YES 0 NO ID Figure 4C-5 or Figure 4C-6 SATISFIED YES 0 NO ❑S Figure 4C-7 or Figure 4C-8 SATISFIED YES 0 NO LSI SATISFIED YES D NO 0 WARRANT 5 - School Crossing (Parts A and B Must Be Satisfied) Part A Gap/Minutes and # of Children Gaps vs Minutes Minutes Children Using Crossing Number of Adequate Gaps School Age Pedestna ssing Stu 1 r hr , SATISFIED YES 0 NO 0 SATISFIED YES 0 NO 0 r Gaps <Mirutes YES 0 NO 0 AND Chi. > 20/hr YES ❑ NO ❑ AND, Consideration h. be 'ven o less restricti , remedial meas Part B The distance to the nearest traffic signal along the major street Is greater 300 ft Yes No ■ ■ QR, The proposed signal will not restrict the progressive movement of traffic. Yes • No ■ Yes ❑ No ❑ SA i IED YES ❑ NO ❑ The satisfaction of a traffic signal warrant or warrants shall not in Itself require the Installation of a traffic control signal Car nf YNWOOD City of Lynwood I Page 29 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets —Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C-5. Warrant 4, Pedestrian Four -Hour Volume 500 400 TOTAL OF ALL PEDESTRIANS 300 CROSSING MAJOR STREET - PEDESTRIANS zoo PER HOUR (PPH) TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET - PEDESTRIANS PER HOUR (PPH) 100 16 1027 23 107' 300 400 500 600 700 800 900 1000 11W7 120927/300 1N00 MAJOR STREET —TOTAL OF BOTH APPROACHES— 12791A1 700 600 500 400 300 200 too 16 VEHICLES PER HOUR (VPH) 'Note: 107 pph applies as the lower threshold volume. Figure 4C-7. Warrant 4, Pedestrian Peak Hour 133• 371 300 400 500 600 700 800 900 1000 ,;0071177 27.9 4uu IJU0 (400 1500 1600 1700 1600 MAJOR STREET —TOTAL OF BOTH APPROACHES — VEHICLES PER HOUR (VPH) 'Note: 133 pph applies as the lower threshold volume. CAMUTCD Section 40.05 Warrant 4, Pedestrian Volume states that The Pedestrian Volume signal warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians experience excessive delay in crossing the major street. The need for a traffic control signal at an intersection or midblock crossing shall be considered if an engineering study finds that one of the following criteria is met: A. For each of any 4 hours of an average day, the plotted points representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) all fall above the curve in Figure 4C-5; or B. For 1 hour (any four consecutive 15 -minute periods) of an average day, the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding pedestrians per hour crossing the major street (total of all crossings) falls above the curve in Figure 4C-7. YNWOOD City of Lynwood I Page 30 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C -1O1 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6 - Coordina ed Signal System (All Parts Must Be Satisfied) MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL >1000ft N R S_ft E 2100 ft, W_ft Yes® No■ On a one-way street or a street traffic control signals are so far vehicular platooning. Q3, On a two-way street, adjacent that has traffic predominantly in one direction, the adjacent apart that they do not provide the necessary degree of . traffic control signals do not provide the necessary proposed and adjacent traffic control signals will collectively Yes • No • degree of platooning and the provide a progressive operation. SATISFIED YES 0 NO p WARRANT 7 - Crash Experience Warrant (All Parts Must Be Satisfied) Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency. Yes No ■ D REQUIREMENTS 5 0R MORE Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury or damage exceeding the requirements for a reportable crash. Four in 2021 Yes No ■ L7 REQUIREMENTS CONDITIONS J Yes No ONE CONDITION SATISFIED 80% Warrant 1, Condition A - No Minimum Vehicular Volume QH, Warrant 1, Condition B - No ■ 1S Interruption of Continuous Traffic Qj3, Warrant 4, Pedestrian Volume Condition Ped Vol > 152 for any hour N/A Q$, Ped Val > 80 for any 4 hours SATISFIED YES 0 NO p WARRANT 6 - Roadway Network (All Parts Must Be Satisfied) SATISFIED YES 0 NO p MINIMUM VOLUME REQUIREMENTS ENTERING VOLUMES -ALL APPROACHES J FULFILLED 1000 Veh/Hr During Typical Weekday Peak Hour 1371 Veh/Hr and has 5 -year projected traffic volumes that meet one or more of Warrants 1, 2, and 3 during an average weekday. OR During Each of Arty 5 Hrs. of a Sat. or Sun Veh/Hr Yes O No❑ CHARACTERISTICS OF MAJOR ROUTES MAJOR ROUTE A MAJOR ROUTE B Hwy. System Serving as Principal Network for Through Traffic Rural or Suburban Highway Outside Of, Entering, or Traversing a City Appears as Major Route on an Official Plan Any Major Route Characteristics Met, Both Streets Yes Nol The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal, cn4 LYNWOOD ci W City of Lynwood I Page 31 of 32 TRAFFIC SIGNAL WARRANT STUDY AT THE INTERSECTION OF SAMPSON AVENUE/HILDRETH AVENUE AT ABBOTT ROAD Attachment 5.1: Traffic Signal Warrants Worksheets — Abbott Road at Sampson Avenue/Hildreth Avenue Figure 4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 5 of 5) WARRANT 9 - Intersection Near a Grade Crossing (Both Parts A and B Must Be Satisfied) PART A Yes ■ No ■ A grade crossing exists on an approach controlled by a STOP or YIELD sign and the center of the track nearest to the intersection is within 140 feet of the stop line or yield line on the approach. Track Center Line to Limit Line PART B Y During the highest traffic volume hour during which rail uses the crossing, the plotted point falls above the applicable curve in Figure 4 Major Street - Total of both approach VPH Minor Street - Crosses the track (on rection only, approaching the intersection): VPH X AF (Use Tables 4 below to calcualte AF) = VPH SATISFIED YES 0 NO 0 The minor street approach volume may be multiplied b as described in Section 4C.10. 1- Number of Rail Traffic per Da 2- Percentage of High-Occup 3- Percentage of Tractor -Trailer Trucks on Mino NOTE: If no data is availale or known, then use AF = ree following adjustment factors (AF) Minor Street Approach_ proach (no adjustment) Adjustment factor from table 4C-2_ Adjustment factor from table 4C-3_ Adjustment factor from table 4C-_ cP9 YNWOOD cdpma City of Lynwood I Page 32 of 32 PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION MINUTES OF THE SPECIAL MEETING THURSDAY, AUGUST 25, 2022 - 6:00 P.M. https://zoom. us/1/98041990245?pwd=U IhRaOIvZVhGRkQ3ZzA4aXY4dksvQT09 Meeting ID: 980 4199 0245 Passcode: tJYwd6 Dial by your location +1 669 900 6833 US (San Jose) +1 669 444 9171 US +1 253 215 8782 US (Tacoma) +1 346 248 7799 US (Houston) +1 719 359 4580 US +1 564 217 2000 US +1 646 931 3860 US +1 929 205 6099 US (New York) +1 301 715 8592 US (Washington DC) +1 309 205 3325 US +1 312 626 6799 US (Chicago) +1 386 347 5053 US Meeting ID: 980 4199 0245 Passcode: 212910 Find your local number: https://zoom.us/u/aciDVIAATu PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION MEMBERS FRANK CARRASCO JULIAN DEL REAL-CALLEROS DANIELA ESPINOZA RODRIGUEZ EFREN LOPEZ JOE BATTLE AUGUST 25, 2022 PSTP COMMISSION 1. CALL TO ORDER @ 6:05 PM 2. CERTIFICATION OF AGENDA DYLAN WATTERS ACKNOWLEDGED THE POSTING OF THE AGENDA 3. ROLL CALL FRANK CARRASCO - PRESENT JULIAN DEL REAL-CALLEROS- ABSENT DANIELA ESPINOZA RODRIGUEZ- PRESENT EFREN LOPEZ- PRESENT JOE BATTLE- PRESENT 4. PLEDGE OF ALLEGIANCE 5. INVOCATION 6. APPROVAL OF MINUTES SKIPPED, MOTIONED BY DANIELA ESPINOZA RODRIGUEZ & SECONDED BY EFRAIN LOPEZ 7. PUBLIC ORAL COMMUNICATIONS (Regarding Agenda Items Only) NONE 8. NON -AGENDA PUBLIC ORAL COMMUNICATIONS (This time is reserved for members of the public to address the Public Safety/Traffic and Parking Commission relative to matters that are not on the agenda. No action may be taken on non -agenda items unless authorized by law). NONE 2 AUGUST 25, 2022 PSTP COMMISSION 9. AGENDA ITEMS a. Disabled Person On -Street Parking Request for 4306 Cortland Street AYES: FRANK CARRASCO, DANIELA ESPINOZA RODRIGUEZ, EFREN LOPEZ, JOE BATTLE NOES: NONE ABSTAIN: NONE b. Green Curb Request for 10113 Long Beach Blvd AYES: NONE NOES: FRANK CARRASCO, DANIELA ESPINOZA RODRIGUEZ, EFREN LOPEZ, JOE BATTLE ABSTAIN: NONE 10.PUBLIC SAFETY/TRAFFIC AND PARKING COMMISSION ORAL AND WRITTEN COMMUNICATIONS (This section is designed for Commission Members and Staff to report on outside meetings attended that pertain to the work of the Commission). FRANK CARRASCO CONCERENED ABOUT PEOPLE PARKING IN RED ZONES, MAINLY DURING THE NIGHT MAKING IT DIFFICULT TO MAKE TURNS SAFELY JULIAN DEL REAL-CALLEROS DANIELA ESPINOZA RODRIGUEZ EFREN LOPEZ JOE BATTLE WOULD LIKE REPRESENTATIVES OF THE SHERIFF DEPARTMENT TO ATTEND THE MEETINGS. 11. NEW/OLD BUSINESS 12. ADJOURNMENT Next Regular Meeting is scheduled for TBD MEETING WAS ADJOURNED AT 7:03 PM MOTIONED BY FRANK CARRACO & SECOND BY DANIELA ESPINOZA RODRIGUEZ 3 AUGUST 25, 2022 PSTP COMMISSION