kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
MEMORANDUM
To: Bob Moehling
Public Works Director/City Engineer
City of Murrieta
From: Pranesh Tarikere, PE
Kimley-Horn and Associates, Inc.
Date: October 11, 2022
Subject:
Focused Traffic Analysis for the Proposed Clinton Keith Road Project in the City of Murrieta
This Focused Traffic Analysis memorandum has been prepared for the proposed Clinton Keith Road project in the City of Murrieta. The Focused Traffic Analysis includes an evaluation of the trip generation, trip distribution, internal circulation, and queuing capacity of the proposed project.
PROJECT DESCRIPTION
The project site is located on the northeast corner of Mitchell Road at Clinton Keith Road in the City of Murrieta. For the purposes of this report, Mitchell Road is considered to run in the north- south direction, and Clinton Keith Road is considered to run in the east-west direction. A location map is shown on Figure 1.
The project site is currently vacant. The applicant proposes to develop the project site in two phases. The first phase would include the development of a 1,222 square-foot (SF) coffee/donut shot with drive-through, a convenience store/gasoline station with 12 fueling pumps, and a 1,473 SF automated car wash on the southern portion of the project site. The second phase of the project has assumed 33,279 SF of retail located on the northern portion of the project site. A copy of the project site plan is provided on Figure 2.
Vehicular access provisions for the project site would be primarily provided via one existing driveway on Clinton Keith Road, one proposed driveway on Clinton Keith Road, one proposed driveway on Mitchell Road, and one proposed on Sierra Lane. The existing driveway on Clinton Keith Road would continue to be a right-in-right-out (RIRO) only driveway. The proposed driveway on Clinton Keith Road would be an “Entrance Only” driveway. The proposed driveways on Mitchell Road and Sierra Lane would be full access driveways. All proposed driveways would be unsignalized.
Mr. Moehling, October 11, 2022, Page 2
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 LEVEL OF SERVICE (LOS) ANALYSIS
This focused traffic analysis has been prepared in accordance with the City of Murrieta Traffic Impact Analysis Preparation Guidelines (March 2021).
Analysis Scenarios
This traffic analysis will provide an evaluation of morning and evening peak hour operations for the following scenario:
· Opening Year 2024 Plus Project
The following study intersections are included in the analysis:
1. Mitchell Road at Sierra Lane
2. Mitchell Road at Project Driveway
3. Mitchell Road at Clinton Keith Road
Intersection Analysis – HCM Methodology
Peak hour intersection operations were evaluated using the methods prescribed in the Highway Capacity Manual, 6th Edition (HCM). The intersection analysis was conducted using the Synchro software program.
For signalized intersections, the HCM methodology estimates the average delay (in average seconds per vehicle) for each of the movements through the intersection, taking into account a number of factors, including number of lanes, volume of traffic, cycle length, and signal timing and phasing.
For unsignalized intersections, the HCM methodology analysis determines the average total delay for each vehicle making any movement from the stop-controlled minor street, as well as left turns from the major street. Delay values are calculated based on the relationship between traffic on t h e m a j o r s t r e e t a n d t h e a v a i l a b i l i t y o f a c c e p t a b l e g a p s i n t h e t r a f f i c s t r e a m t h r o u g h w h i c h conflicting traffic movements can be made.
The HCM delay forecast translates to a Level of Service designation, ranging from LOS A to LOS F.
A summary description of each Level of Service and the corresponding delay is provided in the following chart.
Mr. Moehling, October 11, 2022, Page 3
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 LEVEL OF SERVICE DESCRIPTIONS
Level of
Service
Signalized:
HCM
Unsignalized:
HCM
Description
Delay
(sec) Delay (sec)
A < 10 ≤10 EXCELLENT – No vehicle waits longer than one red light, and no approach phase is fully used.
B > 10 – 20 > 10 and ≤ 15
VERY GOOD – An occasional approach phase is fully utilized; d r i v e r s b e g i n t o f e e l s o m e w h a t r e s t r i c t e d w i t h i n g r o u p s o f vehicles.
C > 20 – 35 > 15 and ≤ 25
GOOD – Occasionally, drivers may have to wait through more than one red light; back-ups may develop behind turning vehicles.
D > 35 – 55 > 25 and ≤ 35
FAIR – Delays may be substantial during portions of the rush h o u r s , b u t e n o u g h l o w e r v o l u m e p e r i o d s o c c u r t o p e r m i t clearing of developing lines, preventing excessive back-ups.
E > 55 – 80 > 35 and ≤ 50
POOR – Represents the most vehicles that the intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles.
F > 80 > 50
FAILURE – Back-ups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with
continuously increasing queue lengths.
LOS = Level of Service; ICU = Intersection Capacity Utilization; HCM = Highway Capacity Manual; V/C = volume-to-capacity Source: Highway Capacity Manual, 6 th Edition
LOS Standards and Measure of Significance
The City of Murrieta Level of Service standard for intersection operation is Level of Service D or better. The City considers the following criteria for application in a traffic study to identify infrastructure improvements required to provide acceptable operations.
Mr. Moehling, October 11, 2022, Page 4
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Signalized Intersections
· Any signalized study intersection operating at an acceptable LOS D or better without project traffic in which the addition of project traffic causes the intersection to degrade to a LOS E or F shall identify improvements to improve operations to LOS D or better. · Any signalized study intersection that is operating at LOS E or F without project traffic where the project increases delay by 5.0 or more seconds shall identify improvements to offset the increase in delay.
Unsignalized Intersections
Consistent with the acceptable LOS for the City’s General Plan, the City considers the following unsignalized intersection criteria when identifying operational deficiencies:
An operational improvement would be required if the study determines that either section a) or sections b) and c) occur:
a) The addition of the project related traffic causes the intersection to degrade from an acceptable LOS D or better to LOS E or F.
OR
b) The project adds 5.0 seconds or more of delay to an intersection that is already projected to operate without project traffic at a LOS E or F,
AND
c) The intersection meets the peak hour traffic signal warrant after the addition of project traffic.
If the conditions above are satisfied, improvements should be identified that achieve the following:
· LOS D or better for case a) above or to pre-project LOS and delay for case b) above
Mr. Moehling, October 11, 2022, Page 5
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
EXISTING TRAFFIC CONDITIONS
Existing Traffic Volumes
Existing lane configurations and traffic control at the study intersections are shown onFigure 3.
Existing morning peak period (7:00 to 9:00 AM) and evening peak period (4:00 to 6:00 PM) turning movement counts were collected for all existing study intersections and are shown on Figure 4. The counts were completed in May 2022. Peak hour intersection traffic count worksheets are provided in Appendix A.
TRIP GENERATION AND DISTRIBUTION
Project trip generation estimates are based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition) trip rates. Internal capture and pass-by reduction factors (based on the City of Murrieta Traffic Impact Analysis Preparation Guidelines) were applied.
Trip generation rates and the resulting trip generation estimates during the AM and PM peak hours for the proposed project are summarized in Table 1. After applying internal capture and pass-by trip reductions, the project is estimated to generate approximately 4,974 new daily weekday trips, 295 new AM peak hour weekday trips (156 inbound and 139 outbound), and 344 new PM peak hour weekday trips (172 inbound and 172 outbound).
Based on the previously approved M i t c h e l l C r o s s i n g T r a f f i c I m p a c t A n a l y s i s (February 2015) completed by Kunzman Associates, Inc, the proposed project would generate approximately 2,758 more daily weekday trips, 228 more AM peak hour weekday trips (116 inbound and 112 outbound), and 208 more PM peak hour weekday trips (112 inbound and 96 outbound).
I t s h o u l d b e n o t e d t h a t t h e C i t y G u i d e l i n e s l i m i t t h e p a s s - b y r e d u c t i o n f a c t o r s t o 2 5 % f o r appropriate land uses. Table 2 shows the estimated trip generation during the AM and PM peak hours for the proposed project with the use of the ITE Trip Generation Manual (11th Edition) pass-by rates. Table 2 shows that the proposed project would generate 2,469 more daily weekday trips, 98 more AM peak hour weekday trips (50 inbound and 48 outbound), and 56 more PM peak hour weekday trips (36 inbound and 20 outbound) compared to the previously accepted traffic impact analysis. As a result, the project would generate 100 or less trips in peak hours and a traffic impact analysis would not be required.
Project trip distribution assumptions were developed based on existing travel patterns, previously accepted traffic studies, and the likely origins and destinations of site employees and patrons. Trip distribution assumptions and the resulting AM and PM peak hour trip assignments are shown onFigure 5. Similar trip distribution assumptions were used for Phase 2 of the project.
Mr. Moehling, October 11, 2022, Page 6
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
OPENING YEAR 2024 PLUS PROJECT CONDITIONS
The Project Opening Year (the year the project would be constructed and occupied) is anticipated to be Year 2024. Based on consultation with City staff, an ambient growth of 2.0% per year to Opening Year 2024 was applied to existing traffic volumes.
Peak Hour Intersection Operations
Project-related and cumulative project trips were added to the Opening Year 2024 traffic volumes to develop forecasts for the Opening Year 2024 Plus Project conditions. The resulting peak hour traffic volumes are shown on Figure 6. The results of the intersection analysis for Opening Year 2024 Plus Project conditions are shown on T a b l e 3 a n d i n d i c a t e t h e s t u d y intersections would operate at an acceptable Level of Service during both peak hours.
Intersection analysis worksheets are provided in Appendix B.
INTERAL CIRCULATION ANALYSIS
Vehicular access provisions for the project site would be primarily provided via one existing driveway on Clinton Keith Road, one proposed driveway on Clinton Keith Road, one proposed driveway on Mitchell Road, and one proposed on Sierra Lane. The existing driveway on Clinton Keith Road would continue to be a right-in-right-out (RIRO) only driveway. The proposed driveway on Clinton Keith Road would be an “Entrance Only” driveway. The proposed driveways on Mitchell Road and Sierra Lane would be full access driveways. All proposed driveways would be unsignalized.
Internal vehicular circulation through the project site will be primarily provided by an internal drive aisle connecting the proposed project to the existing retail center to the east. Vehicles exiting onto Clinton Keith Road from the project site would need to use the existing driveway located next to the Del Taco.
Mr. Moehling, October 11, 2022, Page 7
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
STORAGE CAPACITY AT LEFT-TURN POCKETS
Queue lengths at left-turn pockets were assessed at the following locations:
· Mitchell Road at Sierra Lane
o Westbound Left-Turn
· Mitchell Road at Clinton Keith Road
o Westbound Left-Turn
o Northbound Left-Turn
o Eastbound Left-Turn
o Southbound Left-Turn
A summary of left-turn pocket storage capacity, as well as 50th and 95th percentile queue lengths at the locations noted above are shown on Tables 4 and 5. The tables show that all left-turn pockets would have adequate storage capacity for 50 th p e r c e n t i l e a n d 9 5th percentile queues during all scenarios.
CONCLUSION
The proposed project is estimated to generate approximately 4,954 new daily weekday trips, 275 new AM peak hour weekday trips (144 inbound and 131 outbound), and 344 new PM peak hour weekday trips (172 inbound and 172 outbound).
Based on the previously approved M i t c h e l l C r o s s i n g T r a f f i c I m p a c t A n a l y s i s (February 2015) completed by Kunzman Associates, Inc, the proposed project would generate approximately 2,758 more daily weekday trips, 228 more AM peak hour weekday trips (116 inbound and 112 outbound), and 208 more PM peak hour weekday trips (112 inbound and 96 outbound).
Using the ITE pass-by rates the proposed project would generate 2,469 more daily weekday trips, 98 more AM peak hour weekday trips (50 inbound and 48 outbound), and 56 more PM peak hour weekday trips (36 inbound and 20 outbound) compared to the previously accepted traffic impact analysis. As a result, the project would generate 100 or less trips in peak hours and a traffic impact analysis would not be required.
The results of the intersection analysis for Opening Year 2024 Plus Project conditions indicate the study intersections would operate at an acceptable Level of Service during both peak hours.
Vehicular access provisions for the project site would be primarily provided via one existing driveway on Clinton Keith Road, one proposed driveway on Clinton Keith Road, one proposed driveway on Mitchell Road, and one proposed on Sierra Lane. The existing driveway on Clinton Mr. Moehling, October 11, 2022, Page 8
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030 Keith Road would continue to be a right-in-right-out (RIRO) only driveway. The proposed driveway on Clinton Keith Road would be an “Entrance Only” driveway. The proposed driveways on Mitchell Road and Sierra Lane would be full access driveways. All proposed driveways would be unsignalized.
The left-turn queuing analysis shows that all left-turn pockets would have enough storage capacity for 50th percentile and 95th percentile queues during all scenarios.
Mr. Moehling, October 11, 2022, Page 9
kimley-horn.com 1100 Town and Country Road, Suite 700, Orange, CA 92868 714 939 1030
FIGURES
Figure 1 – Location Map
Figure 2 – Site Plan
Figure 3 – Existing Lane Configurations and Traffic Control Figure 4 – Existing Traffic Volumes
Figure 5 – Project Traffic Volumes
Figure 6 – Opening Year 2024 Plus Project Traffic Volumes TABLES
Table 1 – Summary of Project Trip Generation
Table 2 – Summary of Project Trip Generation – ITE Pass-by Rates Table 3 – Summary of Intersection Operation
Table 4 – Summary of AM Left-Turn Storage Queues
Table 5 – Summary of PM Left-Turn Storage Queues
APPENDICES
Appendix A – Peak Hour Intersection Traffic Counts
Appendix B – Synchro Analysis Worksheets
LEGEND:= Study IntersectionX
312
LEGEND:= Study Intersection= Turn or Through Lane= SignalX 3 12
2. Mitchell Rd atWest Project Dwy1. Mitchell Rd atSierra Ln3. Mitchell Rd atClinton Keith Rd = Stop Sign
= AM/PM Peak Hour LEGEND:= Study IntersectionXTurning Movement Volumes
2. Mitchell Rd atWest Project Dwy3
12 1. Mitchell Rd atSierra Ln3. Mitchell Rd atClinton Keith Rd = AM/PM Peak Hour LEGEND:= Study IntersectionXTurning Movement Volumes
2. Mitchell Rd atWest Project Dwy
= Trip Distribution
3 12
1. Mitchell Rd atSierra Ln3. Mitchell Rd atClinton Keith Rd = AM/PM Peak Hour LEGEND:= Study IntersectionXTurning Movement Volumes
2. Mitchell Rd atWest Project Dwy3
12 1. Mitchell Rd atSierra Ln3. Mitchell Rd atClinton Keith Rd TABLE 1
SUMMARY OF PROJECT TRIP GENERATION
CLINTON KEITH ROAD PROJECT
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Coffee/Donut Shop w/ D.T. 937 KSF 533.570 43.799 42.081 85.88 19.495 19.495 38.99 Convenience Store/Gasoline Station 945 Fueling Position 265.120 8.030 8.030 16.06 9.210 9.210 18.42 Automated Car Wash 948 KSF * * * * 7.100 7.100 14.20
Strip Retail Plaza (<40k) 822 KSF 54.450 1.416 0.944 2.36 3.295 3.295 6.59 Trip Generation Estimates
AM Peak Hours 2 PM Peak Hour
Land Use Quantity Unit Daily 2 In Out Total In Out Total Coffee/Donut Shop w/ D.T. 1.222 KSF 652 54 51 105 24 24 48 Convenience Store/Gasoline Station 12 Fueling Position 3,181 96 96 192 111 111 222 Automated Car Wash 1.473 KSF 80 16 16 32 10 10 20
Strip Retail Plaza (<40k) 33.280 KSF 1,812 47 31 78 110 110 220 Internal Capture (10% Daily, 10% AM, 10% PM) -565 -21 -19 -40 -26 -26 -52 Pass-By Trips (25% AM, 25% PM) -186 -36 -36 -72 -57 -57 -114 Total Project Trips 4,974 156 139 295 172 172 344
2,216 40 27 67 60 76 136
Net Project Trips 2,758 116 112 228 112 96 208
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Source: Daily and AM peak hour trip generation for Automated Car Wash were observed at existing locations Mitchell Crossing Retail TIA (February 2015)
Clinton Keith Road Project
Focused Traffic Analysis Memorandum
Kimley-Horn and Associates, Inc.
October 2022
TABLE 2
SUMMARY OF PROJECT TRIP GENERATION - ITE PASS-BY RATES
CLINTON KEITH ROAD PROJECT
Trip Generation Rates 1
ITE AM Peak Hour PM Peak Hour
Land Use Code Unit Daily In Out Total In Out Total
Coffee/Donut Shop w/ D.T. 937 KSF 533.570 43.799 42.081 85.88 19.495 19.495 38.99 Convenience Store/Gasoline Station 945 Fueling Position 265.120 8.030 8.030 16.06 9.210 9.210 18.42 Automated Car Wash 948 KSF * * * * 7.100 7.100 14.20
Strip Retail Plaza (<40k) 822 KSF 54.450 1.416 0.944 2.36 3.295 3.295 6.59 Trip Generation Estimates
AM Peak Hours 2 PM Peak Hour
Land Use Quantity Unit Daily 2 In Out Total In Out Total Coffee/Donut Shop w/ D.T. 1.222 KSF 652 54 51 105 24 24 48 Pass-By Trips (50% AM, 55% PM) -72 -25 -23 -48 -12 -12 -24 Convenience Store/Gasoline Station 12 Fueling Position 3,181 96 96 192 111 111 222 Pass-By Trips (76% AM, 75% PM) -280 -65 -65 -130 -75 -75 -150 Automated Car Wash 1.473 KSF 80 16 16 32 10 10 20
Pass-By Trips (76% AM, 75% PM) -36 -11 -11 -22 -7 -7 -14 Strip Retail Plaza (<40k) 33.280 KSF 1,812 47 31 78 110 110 220 Pass-By Trips (40% PM) -80 0 0 0 -40 -40 -80
Internal Capture (10% Daily, 10% AM, 10% PM) -564 -22 -20 -42 -25 -25 -50 Pass-By Trips (Varied) 3 -432 -101 -99 -200 -134 -134 -268 Total Project Trips 4,685 90 75 165 96 96 192
2,216 40 27 67 60 76 136
Net Project Trips 2,469 50 48 98 36 20 56
1 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition 2 Source: Daily and AM peak hour trip generation for Automated Car Wash were observed at existing locations 2 Source: Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition. Pass-by trip reduction for Automated Car Wash was assumed to be the same as the conveniece store/gasoline station.
Mitchell Crossing Retail TIA (February 2015)
Clinton Keith Road Project
Focused Traffic Analysis Memorandum
Kimley-Horn and Associates, Inc.
October 2022
TABLE 3
SUMMARY OF INTERSECTION OPERATION
OPENING YEAR 2024 PLUS PROJECT
Traffic AM Peak Hour PM Peak Hour
Int. # Intersection Control Delay LOS Delay LOS
1 Mitchell Road at Sierra Lane U 7.7 A 7.9 A
2 Mitchell Road at Project Driveway U 10.8 B 11.7 B
3 Mitchell Road at Clinton Keith Road S 36.3 D 33.8 C
Notes:
- Bold values indicate intersections operating at an unacceptable Level of Service - Delay values for unsignalized intersections represent the average vehicle delay on the worst (highest delay) intersection approach.
Clinton Keith Road Project
Focused Traffic Analysis Memorandum
Kimley-Horn and Associates, Inc.
October 2022
TABLE 4
SUMMARY OF AM LEFT-TURN STORAGE QUEUES
CLINTON KEITH ROAD PROJECT
50th Percentile 95th Percentile
WBL 150 -- 5
SBL 200 34 67
WBL 150 89 148
NBL 90 42 110
EBL 150 70 149
Yes
Yes
Yes
Yes
Yes
Mitchell Rd/Clinton Keith Rd
Mitchell Rd/Sierra Ln
Intersection Turn
Movement
Adequate Storage
Capacity?
Storage
Capacity
(ft/ln)
Opening Year Plus Project
AM Peak Hour Queue Length (ft/ln)
Clinton Keith Road Project
Focused Traffic Analysis Memorandum
Kimley-Horn and Associates, Inc.
October 2022
TABLE 5
SUMMARY OF PM LEFT-TURN STORAGE QUEUES
CLINTON KEITH ROAD PROJECT
50th Percentile 95th Percentile
WBL 150 -- 5
SBL 200 47 101
WBL 150 53 141
NBL 90 10 32
EBL 150 88 149
Mitchell Rd/Clinton Keith Rd
Yes
Yes
Yes
Yes
Mitchell Rd/Sierra Ln Yes
Intersection Turn
Movement
Storage
Capacity
(ft/ln)
PM Peak Hour Queue Length (ft/ln)
Adequate Storage
Capacity?
Opening Year Plus Project
Clinton Keith Road Project
Focused Traffic Analysis Memorandum
Kimley-Horn and Associates, Inc.
October 2022
APPENDIX A
PEAK HOUR INTERSECTION TRAFFIC
COUNTS
File Name : 01_MUR_Mit_Sie AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Mitchell Road
E/W: Sierra Lane
Weather: Clear
Groups Printed- Total Volume
Mitchell Road
Southbound
Sierra Lane
Westbound
Mitchell Road
Northbound
Sierra Lane
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 2 0 2 13 0 0 13 1 2 3 6 0 1 18 19 40
07:15 AM 1 6 0 7 15 2 0 17 9 2 3 14 0 4 11 15 53
07:30 AM 0 5 0 5 12 1 1 14 6 1 3 10 0 2 14 16 45
07:45 AM 0 4 0 4 13 0 0 13 7 2 7 16 0 3 9 12 45
Total 1 17 0 18 53 3 1 57 23 7 16 46 0 10 52 62 183
08:00 AM 0 3 0 3 14 0 0 14 7 1 6 14 1 1 10 12 43
08:15 AM 0 6 0 6 25 1 1 27 5 3 7 15 0 2 12 14 62
08:30 AM 0 3 0 3 10 1 2 13 8 3 9 20 0 1 9 10 46
08:45 AM 0 4 0 4 4 1 0 5 4 2 2 8 0 2 8 10 27
Total 0 16 0 16 53 3 3 59 24 9 24 57 1 6 39 46 178
Grand Total 1 33 0 34 106 6 4 116 47 16 40 103 1 16 91 108 361 Apprch % 2.9 97.1 0 91.4 5.2 3.4 45.6 15.5 38.8 0.9 14.8 84.3 Total % 0.3 9.1 0 9.4 29.4 1.7 1.1 32.1 13 4.4 11.1 28.5 0.3 4.4 25.2 29.9 Mitchell Road
Southbound
Sierra Lane
Westbound
Mitchell Road
Northbound
Sierra Lane
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 4 0 4 13 0 0 13 7 2 7 16 0 3 9 12 45
08:00 AM 0 3 0 3 14 0 0 14 7 1 6 14 1 1 10 12 43
08:15 AM 0 6 0 6 25 1 1 27 5 3 7 15 0 2 12 14 62
08:30 AM 0 3 0 3 10 1 2 13 8 3 9 20 0 1 9 10 46
Total Volume 0 16 0 16 62 2 3 67 27 9 29 65 1 7 40 48 196 % App. Total 0 100 0 92.5 3 4.5 41.5 13.8 44.6 2.1 14.6 83.3 PHF .000 .667 .000 .667 .620 .500 .375 .620 .844 .750 .806 .813 .250 .583 .833 .857 .790 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_MUR_Mit_Sie AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Mitchell Road
E/W: Sierra Lane
Weather: Clear
Mitchell Road
Sierra Lane
Sierra Lane
Mitchell Road
Right
0 Thru
16 Left
0 InOut Total
13 16 29
Right
3 Thru
2 Left
62 OutTotal In
36 67 103
Left
27 Thru
9 Right
29 Out TotalIn
118 65 183
Left
1 Thru
7 Right
40 TotalOut In
29 48 77
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:15 AM 07:30 AM 07:45 AM 07:00 AM
+0 mins. 1 6 0 7 12 1 1 14 7 2 7 16 0 1 18 19
+15 mins. 0 5 0 5 13 0 0 13 7 1 6 14 0 4 11 15
+30 mins. 0 4 0 4 14 0 0 14 5 3 7 15 0 2 14 16
+45 mins. 0 3 0 3 25 1 1 27 8 3 9 20 0 3 9 12
Total Volume 1 18 0 19 64 2 2 68 27 9 29 65 0 10 52 62
% App. Total 5.3 94.7 0 94.1 2.9 2.9 41.5 13.8 44.6 0 16.1 83.9 PHF .250 .750 .000 .679 .640 .500 .500 .630 .844 .750 .806 .813 .000 .625 .722 .816 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_MUR_Mit_Sie PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Mitchell Road
E/W: Sierra Lane
Weather: Clear
Groups Printed- Total Volume
Mitchell Road
Southbound
Sierra Lane
Westbound
Mitchell Road
Northbound
Sierra Lane
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 2 0 2 6 1 0 7 12 6 8 26 0 2 5 7 42
04:15 PM 0 0 0 0 7 1 2 10 7 6 5 18 0 0 5 5 33
04:30 PM 1 2 0 3 5 4 1 10 12 6 7 25 0 2 13 15 53
04:45 PM 2 3 1 6 6 3 1 10 11 5 3 19 0 1 12 13 48
Total 3 7 1 11 24 9 4 37 42 23 23 88 0 5 35 40 176
05:00 PM 0 2 0 2 7 4 0 11 10 4 10 24 0 2 9 11 48
05:15 PM 0 1 1 2 10 2 4 16 10 6 7 23 1 0 11 12 53
05:30 PM 1 1 0 2 0 3 1 4 8 3 6 17 0 0 10 10 33
05:45 PM 0 2 0 2 5 3 0 8 12 4 7 23 0 0 6 6 39
Total 1 6 1 8 22 12 5 39 40 17 30 87 1 2 36 39 173
Grand Total 4 13 2 19 46 21 9 76 82 40 53 175 1 7 71 79 349 Apprch % 21.1 68.4 10.5 60.5 27.6 11.8 46.9 22.9 30.3 1.3 8.9 89.9 Total % 1.1 3.7 0.6 5.4 13.2 6 2.6 21.8 23.5 11.5 15.2 50.1 0.3 2 20.3 22.6 Mitchell Road
Southbound
Sierra Lane
Westbound
Mitchell Road
Northbound
Sierra Lane
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 1 2 0 3 5 4 1 10 12 6 7 25 0 2 13 15 53
04:45 PM 2 3 1 6 6 3 1 10 11 5 3 19 0 1 12 13 48
05:00 PM 0 2 0 2 7 4 0 11 10 4 10 24 0 2 9 11 48
05:15 PM 0 1 1 2 10 2 4 16 10 6 7 23 1 0 11 12 53
Total Volume 3 8 2 13 28 13 6 47 43 21 27 91 1 5 45 51 202 % App. Total 23.1 61.5 15.4 59.6 27.7 12.8 47.3 23.1 29.7 2 9.8 88.2 PHF .375 .667 .500 .542 .700 .813 .375 .734 .896 .875 .675 .910 .250 .625 .865 .850 .953 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 01_MUR_Mit_Sie PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Mitchell Road
E/W: Sierra Lane
Weather: Clear
Mitchell Road
Sierra Lane
Sierra Lane
Mitchell Road
Right
2 Thru
8 Left
3 InOut Total
28 13 41
Right
6 Thru
13 Left
28 OutTotal In
35 47 82
Left
43 Thru
21 Right
27 Out TotalIn
81 91 172
Left
1 Thru
5 Right
45 TotalOut In
58 51 109
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:30 PM 04:30 PM
+0 mins. 1 2 0 3 5 4 1 10 12 6 7 25 0 2 13 15
+15 mins. 2 3 1 6 6 3 1 10 11 5 3 19 0 1 12 13
+30 mins. 0 2 0 2 7 4 0 11 10 4 10 24 0 2 9 11
+45 mins. 0 1 1 2 10 2 4 16 10 6 7 23 1 0 11 12
Total Volume 3 8 2 13 28 13 6 47 43 21 27 91 1 5 45 51
% App. Total 23.1 61.5 15.4 59.6 27.7 12.8 47.3 23.1 29.7 2 9.8 88.2 PHF .375 .667 .500 .542 .700 .813 .375 .734 .896 .875 .675 .910 .250 .625 .865 .850 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_MUR_Mit_CK AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Mitchell Road
E/W: Clinton Keith Road
Weather: Clear
Groups Printed- Total Volume
Mitchell Road
Southbound
Clinton Keith Road
Westbound
Mitchell Road
Northbound
Clinton Keith Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 14 1 18 33 14 274 2 290 4 0 44 48 4 374 7 385 756 07:15 AM 13 1 17 31 33 321 9 363 7 0 33 40 6 311 8 325 759 07:30 AM 10 5 18 33 27 333 3 363 8 2 26 36 6 290 11 307 739 07:45 AM 6 3 20 29 26 469 9 504 7 1 19 27 8 335 22 365 925 Total 43 10 73 126 100 1397 23 1520 26 3 122 151 24 1310 48 1382 3179 08:00 AM 9 12 5 26 55 349 4 408 12 2 30 44 9 255 49 313 791 08:15 AM 7 23 14 44 50 354 7 411 29 6 64 99 4 277 57 338 892 08:30 AM 12 2 11 25 17 417 6 440 18 3 52 73 10 338 14 362 900 08:45 AM 7 0 11 18 14 378 4 396 9 0 24 33 5 302 5 312 759 Total 35 37 41 113 136 1498 21 1655 68 11 170 249 28 1172 125 1325 3342 Grand Total 78 47 114 239 236 2895 44 3175 94 14 292 400 52 2482 173 2707 6521 Apprch % 32.6 19.7 47.7 7.4 91.2 1.4 23.5 3.5 73 1.9 91.7 6.4 Total % 1.2 0.7 1.7 3.7 3.6 44.4 0.7 48.7 1.4 0.2 4.5 6.1 0.8 38.1 2.7 41.5 Mitchell Road
Southbound
Clinton Keith Road
Westbound
Mitchell Road
Northbound
Clinton Keith Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 6 3 20 29 26 469 9 504 7 1 19 27 8 335 22 365 925 08:00 AM 9 12 5 26 55 349 4 408 12 2 30 44 9 255 49 313 791 08:15 AM 7 23 14 44 50 354 7 411 29 6 64 99 4 277 57 338 892 08:30 AM 12 2 11 25 17 417 6 440 18 3 52 73 10 338 14 362 900 Total Volume 34 40 50 124 148 1589 26 1763 66 12 165 243 31 1205 142 1378 3508 % App. Total 27.4 32.3 40.3 8.4 90.1 1.5 27.2 4.9 67.9 2.2 87.4 10.3 PHF .708 .435 .625 .705 .673 .847 .722 .875 .569 .500 .645 .614 .775 .891 .623 .944 .948 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_MUR_Mit_CK AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Mitchell Road
E/W: Clinton Keith Road
Weather: Clear
Mitchell Road
Clinton Keith Road
Clinton Keith Road
Mitchell Road
Right
50 Thru
40 Left
34 InOut Total
69 124 193
Right
26 Thru
1589
Left
148
OutTotal In
1404 1763 3167
Left
66 Thru
12 Right
165
Out TotalIn
330 243 573
Left
31 Thru
1205
Right
142
TotalOut In
1705 1378 3083
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 08:00 AM 07:00 AM
+0 mins. 10 5 18 33 26 469 9 504 12 2 30 44 4 374 7 385 +15 mins. 6 3 20 29 55 349 4 408 29 6 64 99 6 311 8 325 +30 mins. 9 12 5 26 50 354 7 411 18 3 52 73 6 290 11 307 +45 mins. 7 23 14 44 17 417 6 440 9 0 24 33 8 335 22 365 Total Volume 32 43 57 132 148 1589 26 1763 68 11 170 249 24 1310 48 1382 % App. Total 24.2 32.6 43.2 8.4 90.1 1.5 27.3 4.4 68.3 1.7 94.8 3.5 PHF .800 .467 .713 .750 .673 .847 .722 .875 .586 .458 .664 .629 .750 .876 .545 .897 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_MUR_Mit_CK PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Mitchell Road
E/W: Clinton Keith Road
Weather: Clear
Groups Printed- Total Volume
Mitchell Road
Southbound
Clinton Keith Road
Westbound
Mitchell Road
Northbound
Clinton Keith Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 5 0 6 11 27 325 13 365 8 1 19 28 13 372 8 393 797 04:15 PM 9 1 4 14 36 306 6 348 7 0 28 35 8 339 7 354 751 04:30 PM 7 0 9 16 23 348 16 387 7 0 25 32 11 388 6 405 840 04:45 PM 11 1 9 21 22 354 8 384 3 1 16 20 10 351 6 367 792 Total 32 2 28 62 108 1333 43 1484 25 2 88 115 42 1450 27 1519 3180 05:00 PM 13 1 10 24 15 356 12 383 4 0 24 28 13 342 9 364 799 05:15 PM 11 4 8 23 21 364 14 399 2 0 18 20 11 432 2 445 887 05:30 PM 10 0 3 13 27 320 9 356 1 0 16 17 8 388 1 397 783 05:45 PM 5 3 3 11 22 329 12 363 2 1 19 22 11 343 3 357 753 Total 39 8 24 71 85 1369 47 1501 9 1 77 87 43 1505 15 1563 3222 Grand Total 71 10 52 133 193 2702 90 2985 34 3 165 202 85 2955 42 3082 6402 Apprch % 53.4 7.5 39.1 6.5 90.5 3 16.8 1.5 81.7 2.8 95.9 1.4 Total % 1.1 0.2 0.8 2.1 3 42.2 1.4 46.6 0.5 0 2.6 3.2 1.3 46.2 0.7 48.1 Mitchell Road
Southbound
Clinton Keith Road
Westbound
Mitchell Road
Northbound
Clinton Keith Road
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 7 0 9 16 23 348 16 387 7 0 25 32 11 388 6 405 840 04:45 PM 11 1 9 21 22 354 8 384 3 1 16 20 10 351 6 367 792 05:00 PM 13 1 10 24 15 356 12 383 4 0 24 28 13 342 9 364 799 05:15 PM 11 4 8 23 21 364 14 399 2 0 18 20 11 432 2 445 887 Total Volume 42 6 36 84 81 1422 50 1553 16 1 83 100 45 1513 23 1581 3318 % App. Total 50 7.1 42.9 5.2 91.6 3.2 16 1 83 2.8 95.7 1.5 PHF .808 .375 .900 .875 .880 .977 .781 .973 .571 .250 .830 .781 .865 .876 .639 .888 .935 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 02_MUR_Mit_CK PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Mitchell Road
E/W: Clinton Keith Road
Weather: Clear
Mitchell Road
Clinton Keith Road
Clinton Keith Road
Mitchell Road
Right
36 Thru
6 Left
42 InOut Total
96 84 180
Right
50 Thru
1422
Left
81 OutTotal In
1638 1553 3191
Left
16 Thru
1 Right
83 Out TotalIn
110 100 210
Left
45 Thru
1513
Right
23 TotalOut In
1474 1581 3055
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:30 PM 04:00 PM 04:30 PM
+0 mins. 7 0 9 16 23 348 16 387 8 1 19 28 11 388 6 405
+15 mins. 11 1 9 21 22 354 8 384 7 0 28 35 10 351 6 367 +30 mins. 13 1 10 24 15 356 12 383 7 0 25 32 13 342 9 364 +45 mins. 11 4 8 23 21 364 14 399 3 1 16 20 11 432 2 445 Total Volume 42 6 36 84 81 1422 50 1553 25 2 88 115 45 1513 23 1581 % App. Total 50 7.1 42.9 5.2 91.6 3.2 21.7 1.7 76.5 2.8 95.7 1.5 PHF .808 .375 .900 .875 .880 .977 .781 .973 .781 .500 .786 .821 .865 .876 .639 .888 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_MUR_Del T_CK AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Del Taco Driveway
E/W: Clinton Keith Road
Weather: Clear
Groups Printed- Total Volume
Del Taco Driveway
Southbound
Clinton Keith Road
Westbound
Clinton Keith Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 07:00 AM 0 1 1 300 4 304 0 431 431 736
07:15 AM 0 1 1 363 1 364 0 356 356 721
07:30 AM 0 4 4 374 6 380 0 324 324 708
07:45 AM 0 7 7 510 10 520 0 365 365 892
Total 0 13 13 1547 21 1568 0 1476 1476 3057
08:00 AM 0 8 8 409 10 419 0 297 297 724
08:15 AM 0 4 4 421 11 432 0 348 348 784
08:30 AM 0 6 6 419 7 426 0 402 402 834
08:45 AM 0 12 12 374 15 389 0 332 332 733
Total 0 30 30 1623 43 1666 0 1379 1379 3075
Grand Total 0 43 43 3170 64 3234 0 2855 2855 6132
Apprch % 0 100 98 2 0 100
Total % 0 0.7 0.7 51.7 1 52.7 0 46.6 46.6
Del Taco Driveway
Southbound
Clinton Keith Road
Westbound
Clinton Keith Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 0 7 7 510 10 520 0 365 365 892
08:00 AM 0 8 8 409 10 419 0 297 297 724
08:15 AM 0 4 4 421 11 432 0 348 348 784
08:30 AM 0 6 6 419 7 426 0 402 402 834
Total Volume 0 25 25 1759 38 1797 0 1412 1412 3234
% App. Total 0 100 97.9 2.1 0 100
PHF .000 .781 .781 .862 .864 .864 .000 .878 .878 .906
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_MUR_Del T_CK AM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Del Taco Driveway
E/W: Clinton Keith Road
Weather: Clear
Del Taco Driveway
Clinton Keith Road
Clinton Keith Road
Right
25 Left
0 InOut Total
38 25 63
Right
38 Thru
1759
OutTotal In
1412 1797 3209
Left
0 Thru
1412
TotalOut In
1784 1412 3196
Peak Hour Begins at 07:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:45 AM 07:00 AM
+0 mins. 0 8 8 510 10 520 0 431 431
+15 mins. 0 4 4 409 10 419 0 356 356
+30 mins. 0 6 6 421 11 432 0 324 324
+45 mins. 0 12 12 419 7 426 0 365 365
Total Volume 0 30 30 1759 38 1797 0 1476 1476
% App. Total 0 100 97.9 2.1 0 100
PHF .000 .625 .625 .862 .864 .864 .000 .856 .856
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_MUR_Del T_CK PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 1
City of Murrieta
N/S: Del Taco Driveway
E/W: Clinton Keith Road
Weather: Clear
Groups Printed- Total Volume
Del Taco Driveway
Southbound
Clinton Keith Road
Westbound
Clinton Keith Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total 04:00 PM 0 16 16 345 23 368 0 389 389 773
04:15 PM 0 27 27 330 15 345 0 383 383 755
04:30 PM 0 16 16 366 13 379 0 418 418 813
04:45 PM 0 18 18 374 17 391 0 387 387 796
Total 0 77 77 1415 68 1483 0 1577 1577 3137
05:00 PM 0 17 17 371 18 389 0 388 388 794
05:15 PM 0 18 18 383 14 397 0 458 458 873
05:30 PM 0 12 12 351 14 365 0 411 411 788
05:45 PM 0 10 10 357 14 371 0 375 375 756
Total 0 57 57 1462 60 1522 0 1632 1632 3211
Grand Total 0 134 134 2877 128 3005 0 3209 3209 6348
Apprch % 0 100 95.7 4.3 0 100
Total % 0 2.1 2.1 45.3 2 47.3 0 50.6 50.6
Del Taco Driveway
Southbound
Clinton Keith Road
Westbound
Clinton Keith Road
Eastbound
Start Time Left Right App. Total Thru Right App. Total Left Thru App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 16 16 366 13 379 0 418 418 813
04:45 PM 0 18 18 374 17 391 0 387 387 796
05:00 PM 0 17 17 371 18 389 0 388 388 794
05:15 PM 0 18 18 383 14 397 0 458 458 873
Total Volume 0 69 69 1494 62 1556 0 1651 1651 3276
% App. Total 0 100 96 4 0 100
PHF .000 .958 .958 .975 .861 .980 .000 .901 .901 .938
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
File Name : 03_MUR_Del T_CK PM
Site Code : 10822554
Start Date : 5/24/2022
Page No : 2
City of Murrieta
N/S: Del Taco Driveway
E/W: Clinton Keith Road
Weather: Clear
Del Taco Driveway
Clinton Keith Road
Clinton Keith Road
Right
69 Left
0 InOut Total
62 69 131
Right
62 Thru
1494
OutTotal In
1651 1556 3207
Left
0 Thru
1651
TotalOut In
1563 1651 3214
Peak Hour Begins at 04:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:30 PM
+0 mins. 0 27 27 366 13 379 0 418 418
+15 mins. 0 16 16 374 17 391 0 387 387
+30 mins. 0 18 18 371 18 389 0 388 388
+45 mins. 0 17 17 383 14 397 0 458 458
Total Volume 0 78 78 1494 62 1556 0 1651 1651
% App. Total 0 100 96 4 0 100
PHF .000 .722 .722 .975 .861 .980 .000 .901 .901
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951)268-6268
APPENDIX B
SYNCHRO ANALYSIS WORKSHEETS
HCM 6th AWSC
2: Mitchell Rd & Sierra Ln 09/16/2022
OY WP AM Updated (9/16/22) 8:35 am 07/08/2022 Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 42 7 0 0 28 9 7 0 17 0
Future Vol, veh/h 1 0 42 7 0 0 28 9 7 0 17 0
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 53 9 0 0 35 11 9 0 22 0
Number of Lanes 0 1 0 1 1 0 0 1 1 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 1
HCM Control Delay 7.4 8 7.9 7.6
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 76% 0% 2% 100% 0% 0% 0%
Vol Thru, % 24% 0% 0% 0% 100% 100% 100%
Vol Right, % 0% 100% 98% 0% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 37 7 43 7 0 0 17
LT Vol 28 0 1 7 0 0 0
Through Vol 9 0 0 0 0 0 17
RT Vol 0 7 42 0 0 0 0
Lane Flow Rate 47 9 54 9 0 0 22
Geometry Grp 7 7 6 7 7 7 7
Degree of Util (X) 0.065 0.01 0.062 0.013 0 0 0.028
Departure Headway (Hd) 5.034 3.954 4.092 5.196 4.695 4.673 4.673 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 710 901 866 683 0 0 762
Service Time 2.777 1.697 2.161 2.971 2.47 2.426 2.426
HCM Lane V/C Ratio 0.066 0.01 0.062 0.013 0 0 0.029
HCM Control Delay 8.1 6.7 7.4 8 7.5 7.4 7.6
HCM Lane LOS A A A A N N A
HCM 95th-tile Q 0.2 0 0.2 0 0 0 0.1
HCM 6th Signalized Intersection Summary
5: Mitchell Rd & Clinton Keith Rd 09/16/2022
OY WP AM Updated (9/16/22) 8:35 am 07/08/2022 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 119 1231 148 156 1671 34 69 19 172 113 47 93 Future Volume (veh/h) 119 1231 148 156 1671 34 69 19 172 113 47 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 1296 156 164 1759 36 73 20 181 119 49 98 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 156 1339 597 201 2052 637 94 41 373 184 483 409 Arrive On Green 0.09 0.38 0.38 0.11 0.40 0.40 0.05 0.26 0.26 0.05 0.26 0.26 Sat Flow, veh/h 1781 3554 1585 1781 5106 1585 1781 160 1449 3456 1870 1585 Grp Volume(v), veh/h 125 1296 156 164 1759 36 73 0 201 119 49 98 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1585 1781 0 1609 1728 1870 1585 Q Serve(g_s), s 6.2 32.2 6.1 8.1 28.3 1.3 3.6 0.0 9.5 3.0 1.8 4.4 Cycle Q Clear(g_c), s 6.2 32.2 6.1 8.1 28.3 1.3 3.6 0.0 9.5 3.0 1.8 4.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00
Lane Grp Cap(c), veh/h 156 1339 597 201 2052 637 94 0 414 184 483 409 V/C Ratio(X) 0.80 0.97 0.26 0.82 0.86 0.06 0.78 0.00 0.49 0.65 0.10 0.24 Avail Cap(c_a), veh/h 186 1339 597 327 2133 662 109 0 414 200 483 409 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.3 27.5 19.4 39.0 24.6 16.5 42.1 0.0 28.4 41.8 25.4 26.4 Incr Delay (d2), s/veh 18.8 17.5 0.2 8.0 3.6 0.0 26.0 0.0 4.0 6.3 0.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 16.2 2.2 3.9 11.5 0.5 2.3 0.0 4.1 1.4 0.8 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.1 45.0 19.6 47.0 28.2 16.5 68.1 0.0 32.4 48.1 25.9 27.8 LnGrp LOS E D B D C B E A C D C C
Approach Vol, veh/h 1577 1959 274 266
Approach Delay, s/veh 43.6 29.5 41.9 36.5
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 27.7 14.6 38.4 9.2 27.7 12.4 40.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.2 19.8 16.5 30.5 5.5 19.5 9.4 37.6 Max Q Clear Time (g_c+I1), s 5.0 11.5 10.1 34.2 5.6 6.4 8.2 30.3 Green Ext Time (p_c), s 0.0 0.7 0.2 0.0 0.0 0.4 0.0 5.9 Intersection Summary
HCM 6th Ctrl Delay 36.3
HCM 6th LOS D
HCM 6th TWSC
10: Mitchell Rd & Project Dwy 09/16/2022
OY WP AM Updated (9/16/22) 8:35 am 07/08/2022 Synchro 11 Report
Intersection
Int Delay, s/veh 3.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 127 7 68 101 7 129
Future Vol, veh/h 127 7 68 101 7 129
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 134 7 72 106 7 136
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 207 89 0 0 178 0
Stage 1 125 - - - - -
Stage 2 82 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 762 951 - - 1395 -
Stage 1 887 - - - - -
Stage 2 932 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 758 951 - - 1395 -
Mov Cap-2 Maneuver 758 - - - - -
Stage 1 887 - - - - -
Stage 2 927 - - - - -
Approach WB NB SB
HCM Control Delay, s 10.8 0 0.4
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 766 1395 -
HCM Lane V/C Ratio - - 0.184 0.005 -
HCM Control Delay (s) - - 10.8 7.6 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.7 0 -
HCM 6th AWSC
2: Mitchell Rd & Sierra Ln 09/16/2022
OY WP AM Updated (9/16/22) 8:35 am 07/08/2022 Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 42 7 0 0 28 9 7 0 17 0
Future Vol, veh/h 1 0 42 7 0 0 28 9 7 0 17 0
Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 53 9 0 0 35 11 9 0 22 0
Number of Lanes 0 1 0 1 1 0 0 1 1 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 1
HCM Control Delay 7.4 8 7.9 7.6
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 76% 0% 2% 100% 0% 0% 0%
Vol Thru, % 24% 0% 0% 0% 100% 100% 100%
Vol Right, % 0% 100% 98% 0% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 37 7 43 7 0 0 17
LT Vol 28 0 1 7 0 0 0
Through Vol 9 0 0 0 0 0 17
RT Vol 0 7 42 0 0 0 0
Lane Flow Rate 47 9 54 9 0 0 22
Geometry Grp 7 7 6 7 7 7 7
Degree of Util (X) 0.065 0.01 0.062 0.013 0 0 0.028
Departure Headway (Hd) 5.034 3.954 4.092 5.196 4.695 4.673 4.673 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 710 901 866 683 0 0 762
Service Time 2.777 1.697 2.161 2.971 2.47 2.426 2.426
HCM Lane V/C Ratio 0.066 0.01 0.062 0.013 0 0 0.029
HCM Control Delay 8.1 6.7 7.4 8 7.5 7.4 7.6
HCM Lane LOS A A A A N N A
HCM 95th-tile Q 0.2 0 0.2 0 0 0 0.1
Queues
5: Mitchell Rd & Clinton Keith Rd 09/16/2022
OY WP AM Updated (9/16/22) 8:35 am 07/08/2022 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 125 1296 156 164 1759 36 73 201 119 49 98 v/c Ratio 0.71 0.97 0.22 0.64 0.82 0.05 0.68 0.41 0.60 0.11 0.19 Control Delay 61.7 48.4 3.1 47.3 27.1 0.1 72.4 9.0 54.8 29.3 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.7 48.4 3.1 47.3 27.1 0.1 72.4 9.0 54.8 29.3 0.8 Queue Length 50th (ft) 70 377 0 89 317 0 42 9 34 23 0
Queue Length 95th (ft) #149 #568 29 148 381 0 #110 65 #67 52 0 Internal Link Dist (ft) 677 239 472 338
Turn Bay Length (ft) 100 200 200
Base Capacity (vph) 184 1333 709 324 2145 741 108 495 198 444 516 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.68 0.97 0.22 0.51 0.82 0.05 0.68 0.41 0.60 0.11 0.19 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
HCM 6th AWSC
2: Mitchell Rd & Sierra Ln 09/16/2022
OY WP PM V2 8:42 am 07/08/2022 Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 5 47 38 14 6 45 22 37 3 8 2
Future Vol, veh/h 1 5 47 38 14 6 45 22 37 3 8 2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 5 49 40 15 6 47 23 39 3 8 2
Number of Lanes 0 1 0 1 1 0 0 1 1 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 1
HCM Control Delay 7.7 8.1 8 7.7
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 67% 0% 2% 100% 0% 100% 0%
Vol Thru, % 33% 0% 9% 0% 70% 0% 80%
Vol Right, % 0% 100% 89% 0% 30% 0% 20%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 67 37 53 38 20 3 10
LT Vol 45 0 1 38 0 3 0
Through Vol 22 0 5 0 14 0 8
RT Vol 0 37 47 0 6 0 2
Lane Flow Rate 71 39 56 40 21 3 11
Geometry Grp 7 7 6 7 7 7 7
Degree of Util (X) 0.1 0.044 0.068 0.06 0.027 0.005 0.014 Departure Headway (Hd) 5.081 4.043 4.385 5.384 4.672 5.421 4.779 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 696 870 822 669 771 663 753
Service Time 2.88 1.842 2.386 3.085 2.373 3.127 2.485
HCM Lane V/C Ratio 0.102 0.045 0.068 0.06 0.027 0.005 0.015 HCM Control Delay 8.5 7 7.7 8.4 7.5 8.2 7.6
HCM Lane LOS A A A A A A A
HCM 95th-tile Q 0.3 0.1 0.2 0.2 0.1 0 0
HCM 6th Signalized Intersection Summary
5: Mitchell Rd & Clinton Keith Rd 09/16/2022
OY WP PM V2 8:42 am 07/08/2022 Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 153 1545 24 87 1502 60 17 10 86 150 12 91 Future Volume (veh/h) 153 1545 24 87 1502 60 17 10 86 150 12 91 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 1644 26 93 1598 64 18 11 91 160 13 97 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 199 1689 753 113 2180 677 36 35 293 200 451 382 Arrive On Green 0.11 0.48 0.48 0.06 0.43 0.43 0.02 0.20 0.20 0.06 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 5106 1585 1781 174 1438 3456 1870 1585 Grp Volume(v), veh/h 163 1644 26 93 1598 64 18 0 102 160 13 97 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1702 1585 1781 0 1612 1728 1870 1585 Q Serve(g_s), s 8.1 40.6 0.8 4.6 23.5 2.2 0.9 0.0 4.8 4.1 0.5 4.5 Cycle Q Clear(g_c), s 8.1 40.6 0.8 4.6 23.5 2.2 0.9 0.0 4.8 4.1 0.5 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.89 1.00 1.00
Lane Grp Cap(c), veh/h 199 1689 753 113 2180 677 36 0 328 200 451 382 V/C Ratio(X) 0.82 0.97 0.03 0.82 0.73 0.09 0.50 0.00 0.31 0.80 0.03 0.25 Avail Cap(c_a), veh/h 307 1690 754 113 2180 677 99 0 328 200 451 382 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 23.0 12.6 41.7 21.5 15.4 43.6 0.0 30.5 41.9 26.1 27.6 Incr Delay (d2), s/veh 9.6 15.9 0.0 37.0 1.3 0.1 10.4 0.0 2.5 20.4 0.1 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 19.4 0.3 3.2 9.1 0.8 0.5 0.0 2.1 2.3 0.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.7 39.0 12.6 78.6 22.8 15.5 54.1 0.0 32.9 62.3 26.2 29.2 LnGrp LOS D D B E C B D A C E C C
Approach Vol, veh/h 1833 1755 120 270
Approach Delay, s/veh 39.5 25.5 36.1 48.7
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 22.8 10.2 47.3 6.3 26.2 14.6 42.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.2 18.3 5.7 42.8 5.0 18.5 15.5 33.0 Max Q Clear Time (g_c+I1), s 6.1 6.8 6.6 42.6 2.9 6.5 10.1 25.5 Green Ext Time (p_c), s 0.0 0.3 0.0 0.1 0.0 0.2 0.2 5.7 Intersection Summary
HCM 6th Ctrl Delay 33.8
HCM 6th LOS C
HCM 6th TWSC
10: Mitchell Rd & Project Dwy 09/16/2022
OY WP PM V2 8:42 am 07/08/2022 Synchro 11 Report
Intersection
Int Delay, s/veh 4.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 175 9 100 123 9 87
Future Vol, veh/h 175 9 100 123 9 87
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 186 10 106 131 10 93
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 239 119 0 0 237 0
Stage 1 172 - - - - -
Stage 2 67 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver 728 910 - - 1327 -
Stage 1 841 - - - - -
Stage 2 948 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 722 910 - - 1327 -
Mov Cap-2 Maneuver 722 - - - - -
Stage 1 841 - - - - -
Stage 2 940 - - - - -
Approach WB NB SB
HCM Control Delay, s 11.7 0 0.7
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 729 1327 -
HCM Lane V/C Ratio - - 0.269 0.007 -
HCM Control Delay (s) - - 11.7 7.7 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 1.1 0 -
HCM 6th AWSC
2: Mitchell Rd & Sierra Ln 09/16/2022
OY WP PM V2 8:42 am 07/08/2022 Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 5 47 38 14 6 45 22 37 3 8 2
Future Vol, veh/h 1 5 47 38 14 6 45 22 37 3 8 2
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 5 49 40 15 6 47 23 39 3 8 2
Number of Lanes 0 1 0 1 1 0 0 1 1 1 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 1 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 1 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 2 2 1
HCM Control Delay 7.7 8.1 8 7.7
HCM LOS A A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 67% 0% 2% 100% 0% 100% 0%
Vol Thru, % 33% 0% 9% 0% 70% 0% 80%
Vol Right, % 0% 100% 89% 0% 30% 0% 20%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 67 37 53 38 20 3 10
LT Vol 45 0 1 38 0 3 0
Through Vol 22 0 5 0 14 0 8
RT Vol 0 37 47 0 6 0 2
Lane Flow Rate 71 39 56 40 21 3 11
Geometry Grp 7 7 6 7 7 7 7
Degree of Util (X) 0.1 0.044 0.068 0.06 0.027 0.005 0.014 Departure Headway (Hd) 5.081 4.043 4.385 5.384 4.672 5.421 4.779 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 696 870 822 669 771 663 753
Service Time 2.88 1.842 2.386 3.085 2.373 3.127 2.485
HCM Lane V/C Ratio 0.102 0.045 0.068 0.06 0.027 0.005 0.015 HCM Control Delay 8.5 7 7.7 8.4 7.5 8.2 7.6
HCM Lane LOS A A A A A A A
HCM 95th-tile Q 0.3 0.1 0.2 0.2 0.1 0 0
Queues
5: Mitchell Rd & Clinton Keith Rd 09/16/2022
OY WP PM V2 8:42 am 07/08/2022 Synchro 11 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 163 1644 26 93 1598 64 18 102 160 13 97 v/c Ratio 0.65 0.98 0.03 0.83 0.79 0.09 0.18 0.26 0.81 0.03 0.17 Control Delay 48.1 41.4 0.1 92.8 28.2 0.2 45.1 10.3 72.2 27.8 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.1 41.4 0.1 92.8 28.2 0.2 45.1 10.3 72.2 27.8 0.7 Queue Length 50th (ft) 88 463 0 53 290 0 10 5 47 5 0
Queue Length 95th (ft) 149 #640 0 #141 365 0 32 46 #101 22 0 Internal Link Dist (ft) 677 239 472 338
Turn Bay Length (ft) 100 200 200
Base Capacity (vph) 304 1682 819 112 2013 736 98 400 198 500 558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.54 0.98 0.03 0.83 0.79 0.09 0.18 0.26 0.81 0.03 0.17 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.