Manteca City Council
February 15, 2022

Technical Memorandum
The Power of Commitment
12562285 1
February 8, 2022
To Alfredo Mijango
City of Manteca/Associate Engineer
Tel (209) 456-8422
Copy to Kevin Jorgensen, City of Manteca
Koosun Kim, City of Manteca
Aaron Jeffery, City of Manteca
Frank Guillory, City of Manteca
Email [email protected]
From Frank Penry/Byung Lee
GHD Inc.

Ref. No. 12562285
Subject Main Street Signal Coordination Improvement Project – Recommendations This technical memorandum summarizes project recommendations for optimal initial and actuated settings; time-of-day coordination plans and hours of coordinated operation. Development of optimal time-of-day coordination plans include analysis of signal grouping; phasing and phase sequence, including cycle lengths, splits, and offsets. This memo includes a comparison of existing and proposed timing and a description of expected improvements.

1. Project Background
This project is to provide engineering services for traffic signal coordination and optimization solutions to improve traffic flow along Main Street, including five signalized intersections in the downtown areas of the City of Manteca. The signalized intersections within the study area include:

1. N Main Street and Alameda Street

2. N Main Street and North Street

3. N Main Street and Center Street

4. Main Street and Yosemite Avenue

5. S Main Street and Moffat Boulevard

2. Existing Signal Timing Setting Review
A review of the existing timing settings was conducted at the study intersections to update timings to enhance pedestrian and bicycle safety in compliance with the latest edition of the California Manual on uniform Traffic Control Devices (CaMUTCD). Pedestrian facilities and crossing distances were verified during field visits, while existing timing intervals were taken from the signal timing sheets.

As noted in the CaMUTCD, Section 4E.06 Pedestrian Intervals and Signal Phases, the clearance interval should accommodate a person walking at 3.5 feet per second (fps) to at least the far side of the traveled way.

Walking speeds between 3.5 and 4 fps may be used if justified by engineering study. The review of existing timing concluded that many of the crossings are not in compliance and changes to the clearance intervals are recommended. In addition, a review of the walk intervals was conducted at each intersection. The existing walk ATTACHMENT 1
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intervals range from 6-7 seconds. Seven (7) seconds is the recommended walk time according to the CaMUTCD, although 4 seconds is the lowest allowable walk time in the CaMUTCD. Generally, a walk time of 4 seconds provides sufficient time for pedestrians to safely enter the intersection, although 5 to 6 seconds is generally preferred. All the walk times are at least 6 seconds, therefore, no changes to walk times are recommended.

The yellow intervals were reviewed, and it is recommended to update the yellow intervals based on the current CaMUTCD. In review of all red times, currently the signals have red clearance intervals of 0.5 seconds for all movements, therefore, no changes are recommended.

The study intersections operate with a range of minimum green times from 5 to 10, with most movements having minimum green time of 5 seconds. Typically, a minimum of 4 seconds and a maximum of 10 seconds of green time should be used. Based on typical settings for green time and traffic conditions, no changes to minimum green times are recommended based in vehicular traffic.

The CaMUTCD requires that minimum green time be sufficient for a stopped bicycle to cross the road when the light turns green at locations where bicycle sensitive detection exists. Even where bicycle sensitive detection does not exist, it is recommended the minimum green to be sufficient for bicycle crossing at locations with dedicated Class II bicycle lanes. The minimum green time were reviewed where bike lanes exist.

The recommendations for the various actuated settings, including pedestrian timing, yellow and minimum green time intervals are provided in Appendix A.

3. Traffic Signal Timing Analysis and Recommendations
This section of the memorandum presents the results of the signal timing analysis for the Main Street in the City of Manteca. The primary goal of the timing analysis is to develop traffic signal coordination timing plans for the weekday a.m., midday, and p.m. peak periods to reduce traffic congestion, reduce traffic delays, reduce the emission of harmful greenhouse gases, reduce automobile travel time, and improve traffic safety along the study corridor.

3.1 Evaluation Criteria
The following were considered in the evaluation of the existing timing plans and the development of the proposed timing plans.
• The following performance measures were used to evaluate the timings: average travel time, average stop delay and average stops.
• Lead/Lag and split phasing sequence were reviewed to determine instances where it may improve the efficiency of the coordination system. Proposed changes to the existing lead-lag sequences are discussed below.
• LOS and saturation flows were reviewed by lane groups and approaches for each intersection. • Progression priority was determined based on traffic volumes per approach. • Peak period for time of day coordination plans were based on the average daily traffic volume (ADT) analysis.
• Progressed bandwidths were selected to maximize the efficiency of the coordinated timing plans. • Capacity evaluation was based on queuing analysis and volume to capacity (v/c) ratios for each lane group, approach, and cycle lengths.

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3.2 Signal Timing Analysis
Step 1: Model development
This task includes the development of a base map using an aerial photo that covers all five study intersections.

The task also includes input of turning movement count data for the weekday peak periods into the Synchro 10 models. Field data such as saturation flow rates, initial lost times, lane utilization and results from the travel time survey were used to calibrate the model parameters so that the simulation results accurately replicated observed conditions
Step 2: Progression movement determination
This refers to progressing one or both movements on a two-way arterial during coordination. Progression preferences are dictated by directional traffic distribution. If traffic is balanced in both directions, a balanced bandwidth is selected to provide equal preference for both directions. For this study, progression priority was set with the objective of maximizing bandwidth (“windows” of green for traveling vehicles).

Step 3: Phase sequence evaluation
Leading and lagging left-turn phasing and sequential changes in split phases were reviewed. This was done with the objective to improve the efficiency of signal operation on the corridor. Leading or lagging left-turn phasing can be introduced to maximize progression bandwidth. Left-turn Lead/Lag phasing sequence was selected and tested for each time period for all intersections with protected left-turns.

Step 4: Signal timing optimization
Based on the natural cycle lengths of the intersections in the network, a cycle length range was specified for optimization. The process included splits and offset optimization. Higher cycle lengths provide better progression for the corridor but results in the increase in side street delay or overall intersection delay. Lower cycle lengths reduce side street delay but may not provide adequate split timing to the coordinated phases along the corridor. This may result in higher approach v/c ratios, delay, and queuing along the corridor.

Synchro software was utilized for the optimization process, and TranSync software was used for further fine adjustment of offset. Since Synchro recommended shorter cycle length, overall and splits to develop optimal time-of-day coordination plans. The splits and offset optimizations were conducted for the weekday peak periods.

3.3 Pedestrian Walk and Clearance Interval Timing
GHD conducted a review of the existing pedestrian walk and clearance intervals for compliance with the latest edition of the California Manual on Uniform Traffic Control Devices (CaMUTCD). Pedestrian facilities and crossing distances were verified during field visits, while existing timing intervals were taken from the signal timing sheets. As noted in the MUTCD, Section 4E.06 Pedestrian Intervals and Signal Phases, the clearance interval should accommodate a person walking at 3.5 feet per second (fps) to at least the far side of the traveled way. Walking speeds between 3.5 and 4 fps may be used if justified by engineering study. The review of existing timing concluded that some of the crossings are not in compliance. Along with review of the minimum clearance interval, a check of the minimum crossing time was done. This includes testing that both the walk and clearance interval are sufficient for a pedestrian to leave the pushbutton, or a point 6-feet from the base of the pedestrian ramp, and travel across the traveled way. Crossings not meeting this minimum crossing test were also flagged.

The recommendations to pedestrian walk and clearance interval timing changes are included in Appendix A.

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3.4 Recommended Signal Timing Plans
The following recommended timing plans were developed based on the results obtained from the signal timing evaluation. Peak period for time of day coordination plans was based on the average daily traffic volume (ADT) analysis discussed in the existing conditions memo. Plan 1 is recommended for the weekday a.m. through midday peak period (7:30 a.m. to 3:00 p.m.) and Plan 3 for the weekday p.m. peak period (3:00 p.m. to 7:30 p.m.). Recommended timing parameters are included in Appendix B.

Plan 1
Coordinate five traffic signals along Main Street with a base 110 seconds cycle length.

Plans 3
Coordinate five traffic signals along Main Street with a base 100 seconds cycle length.

The existing timing at the study intersections vary between 70 and 90 seconds and they are not coordinated.

The coordinated and increased cycle lengths would provide better progression for the Main Street corridor.

3.5 Recommended Traffic Signal Equipment Upgrades
It is recommended that existing traffic signal equipment and communication infrastructure be upgraded to communicate effectively under coordination with the recommended timing parameters and enhance traffic safety.
– GPS Time Clock Module – Provides accurate time of day information for traffic signal controllers and keeps controllers time clocks synchronized.
– Upgrade existing controller from 170 based system to 2070 based controller.

Furthermore, the existing 170E controller has limited capacity for supporting advanced software applications and its replacement parts are no longer manufactured for some components. It will have to eventually be replaced with new 2070 LX controller.

To aid in the planning for implementation of traffic signal equipment upgrades, the estimated cost was prepared. The total estimated cost is $52,500. This estimate includes a subtotal of $43,750 for all traffic signal equipment upgrades, estimate for implementation of timing, and a 20 percent contingency of $8,750. Table 1 summarizes the estimate for the recommended traffic signal equipment upgrades.

Table 1 – Cost Estimate for Traffic Signal Equipment Upgrades Intersection New 2070LX Controller GPS Time Clock Module Unit Cost $5,000 $750

1. N Main St and
Alameda St 1 1

2. N Main St and
North St 1 1

3. N Main St and
Center St 1 1

4. Main St and
Yosemite Ave 1 1
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5. S Main St and
Moffat Blvd 1 1
Item Cost $25,000 $3,750
Implementation of
the Timing
Recommendations
$15,000
SUB-TOTAL $43,750
Contingency (20%) $8,750
TOTAL $52,500
Notes: No warranty, expressed or implied, is made as to accuracy of the cost estimates as expressed in this document compared to bid or actual costs. Quantities based on field observation, prior to City approval.

4. Traffic Operations Analysis
Synchro 10 (Synchro) was used to model the study area. The existing traffic operational analysis will provide an understanding of how well the corridor is operating now and will be used in developing coordinated signal timing plans.

The traffic operations analysis is based on standard level of service (LOS) methodology. Traffic modelling prepared for the traffic operations analysis has been field calibrated, including for saturation flow rate, peak hour factors and heavy vehicle percentage.

4.1 Street Improvements
The existing video data collected on October 16, 2021 shows that the vehicle queue for the northbound left turn lane exceeds the vehicle storage capacity during the peak hours. The existing left turn storage capacity is approximately 65 feet (approximately 3 passenger vehicle space). Whenever there are 4 or more vehicle queues at the left turn lane, the vehicle queue blocks vehicles on a through lane and creates increased delay at the intersection. The number of through lane blockage observed at each peak hour presented in Table 2.

Table 2 – Northbound Left Turn Lane Vehicle Queue Spill-over at Main Street and Center Street Queue Spill-over AM Peak Hour Midday Peak Hour PM Peak Hour Occurrence 1 4 2
It is expected that the removal of the center median and extension of the left turn bay (approximately 130 feet or 6 passenger vehicle space) would eliminate the through lane blockage due to left turning vehicles under existing traffic condition. This option was discussed with Staff under review of the Draft Recommendations and was determined to be a feasible mitigation measure.

With the removal of the median, proper traffic control scheme must be developed jointly to provide acceptable quality of operations and to reduce potential conflicts by preventing illegal left turns in and out from the adjacent private parking lots. Right-in right-out channelization would improve operations and safety by placing a raised center median curb or devices along the section of the removed median that force drivers to enter or exit the ATTACHMENT 1
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private lots with a right turn movement. In addition, it is recommended to provide a right turn only sign (R3-5) at the private parking lot exits.

4.2 Urban Street LOS
The urban street LOS were measured using the Synchro models for the project corridor. The results of the urban street LOS analysis are summarized in Table 4. With the recommended timing and the street improvement, the LOS along the corridor drops a complete LOS letter in both directions during the peak hours.

The urban street LOS calculations are included in Appendix C.

Table 4 – Urban Street Intersection Level of Service – Existing and Proposed Conditions Peak
Hour
Direction Signal Delay
(sec)
Travel Time
(sec)
Arterial Speed
(mph)
Arterial LOS
Ex Prop Ex Prop Ex Prop Ex Prop
AM
Northbound 104.6 104.6 217.2 178.7 12.9 15.7 E D
Southbound 93.8 60.6 194.5 161.3 13.9 16.8 E D
Midday
Northbound 102.1 104.6 206.7 171.5 13.6 16.4 E D
Southbound 138.1 100.7 238.8 181.7 11.3 14.9 E D
PM
Northbound 138.7 93.4 243.3 198 11.6 14.2 E D
Southbound 124.6 82.0 225.3 182.7 12.0 14.8 E D

4.3 Intersection LOS
With the recommended timing and the street improvement, many of the intersections would be expected to operate with the increase in side street delay or overall intersection delay. However, Main Street would be expected to operate better with reduced delay. This was found to be a result of the intent to provide better progression and an extended green for Main Street. The results of the intersection LOS analysis with the recommended coordination condition are summarized in Table 3. All LOS calculations are included in Appendix D.

Table 3 – Intersection Level of Service – Existing and Proposed Conditions Intersection
Approach AM Peak Hour Midday Peak Hour PM Peak Hour
Existing Proposed Existing Proposed Existing Proposed

1. N Main St and Alameda St
Overall 17.3/B 23.4/C 18.6/B 22.6/C 20.6/B 26.4/C
NB 15.4/B 8.5/A 17.5/B 12.3/B 19.6/B 19.8/B
SB 15.5/B 15.6/B 17.5/B 16.8/B 19.2/B 18.8/B
EB 22.9/C 51.0/D 22.7/C 48.3/D 23.7/C 47.2/D
WB 20.1/C 46.0/D 22.3/C 49.2/D 23.8/C 45.4/D

2. N Main St and North St
Overall 20.4/C 23.0/C 18.3/B 22.3/C 27.3/B 28.7/C
NB 19.2/B 16.3/B 16.6/B 14.7/B 37.6/D 27.7/C
SB 19.0/B 16.1/B 16.9/B 15.4/B 18.9/B 14.9/B
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Intersection
Approach AM Peak Hour Midday Peak Hour PM Peak Hour
Existing Proposed Existing Proposed Existing Proposed
EB 22.5/C 42.4/D 26.8/C 54.8/D 28.1/C 51.1/D
WB 25.2/C 44.5/D 21.4/C 42.0/D 24.3/C 44.6/D

3. N Main St and Center St
Overall 24.7/C 27.5/C 26.3/C 28.3/C 32.7/C 31.7/C
NB 25.9/C 17.7/C 23.5/C 13.9/B 30.1/C 13.6/B
SB 22.7/C 26.5/C 25.8/C 25.2/C 32.1/C 28.7/C
EB 24.4/C 37.6/D 31.2/C 40.4/D 37.9/D 45.0/D
WB 28.4/C 46.0/D 24.4/C 42.2/D 30.5/C 43.4/D

4. Main St and Yosemite Ave
Overall 33.7/C 38.7/D 43.7/D 41.2/D 38.6/D 36.1/D
NB 29.2/C 27.9/C 31.7/C 31.8/C 29.4/C 26.0/C
SB 40.8/D 31.7/C 73.2/E 38.5/D 51.6/D 34.4/D
EB 39.8/D 52.2/D 37.0/D 51.8/D 40.6/D 47.1/D
WB 28.0/C 48.4/D 30.7/C 48.3/D 35.3/C 43.5/D

5. S Main St and Moffat Blvd
Overall 18.1/B 22.0/C 14.9/B 15.3/B 19.0/B 21.2/C
NB 16.0/B 20.0/C 10.6/B 12.0/B 17.2/B 18.8/B
SB 13.4/B 11.6/B 11.6/B 7.7/A 13.9/B 12.8/B
EB 22.4/C 32.6/C 33.5/C 41.3/D 30.7/C 44.3/D
WB 28.5/C 39.1/D 32.4/C 40.9/D 30.0/C 38.4/D
Notes: Delay is measured in average seconds per vehicle.

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5. Appendices
• Appendix A – Pedestrian Timing Review Worksheet
• Appendix B – Timing Parameters
• Appendix C – Urban Street LOS Calculations
• Appendix D – Intersection LOS Calculations
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Appendix A –Pedestrian Timing Review Worksheet
ATTACHMENT 1
Calculated
Ped Walking
Speed (ft/sec)
1 Existing
Walk
(sec)
Existing
FDW
(sec)
Total
(Walk +
FDW)
Existing
Yellow
(sec)
Exisitng
Minimum
Green
(sec)
"MIN"
Test
Proposed
Walk
(sec)
Proposed
FDW
(sec)1
Total
(Walk +
FDW)
Proposed
Yellow
(sec)
Proposed
Minimum
Green
(sec)
"MIN"
Test
NB (East Leg) 47 4.7 6 10 16 3.5 10 PASS 6 10 16 3.7 10 PASS SB (West Leg) 47 4.7 6 10 16 3.5 10 PASS 6 10 16 3.7 10 PASS EB (South Leg) 60 6 6 10 16 3.5 10 FAIL 6 14 20 3.6 10 PASS WB (North Leg) 66 6.6 6 10 16 3.5 10 FAIL 6 15 21 3.6 10 PASS NB (East Leg) 40 4 7 10 17 3.5 5 PASS 7 10 17 3.7 5 PASS SB (West Leg) 40 4 7 10 17 3.5 5 PASS 7 10 17 3.7 5 PASS EB (South Leg) 51 4.3 7 12 19 3.5 5 PASS 7 12 19 3.7 5 PASS WB (North Leg) 51 4.3 7 12 19 3.5 5 PASS 7 12 19 3.7 5 PASS NB (East Leg) 54 7.8 6 7 13 3.5 6 FAIL 6 12 18 3.7 6 PASS SB (West Leg) 56 8 6 7 13 3.5 6 FAIL 6 12 18 3.7 6 PASS EB (South Leg) 50 7.2 6 7 13 3.0 6 FAIL 6 11 17 3.7 6 PASS WB (North Leg) 50 7.2 6 7 13 3.0 6 FAIL 6 11 17 3.7 6 PASS NB (East Leg) 65 5.5 6 12 18 3.5 5 FAIL 6 15 21 3.7 7 PASS SB (West Leg) 56 5.6 6 10 16 3.5 5 FAIL 6 12 18 3.7 5 PASS EB (South Leg) 75 5 6 15 21 3.5 5 FAIL 6 18 24 3.6 5 PASS WB (North Leg) 52 5.2 6 10 16 3.5 5 FAIL 6 11 17 3.6 5 PASS NB (East Leg) 94 9.4 6 10 16 3.5 5 FAIL 6 23 29 3.7 10 PASS SB (West Leg) - - - - - 3.5 5 - - - - 3.7 9 -
EB (South Leg) 90 6.5 6 14 20 3.0 5 FAIL 6 23 29 3.0 5 PASS WB (North Leg) 70 5.9 6 12 18 3.5 5 FAIL 6 16 22 4.4 8 PASS Notes: 1. Calculated based on deistance (curb to curb) at center of crosswalk MUTCD recommended Ped walking seed is 3.5 feet per second.

Bold = Recommended Changes
Intersection
Proposed Conditions
Direction (Leg)
Crosswalk
Distance (ft)

1. Main Street/Alameda Street

2. Main Street/North Street

3. Main Street/Center Street

4. Main Street/Yosemite Avenue

5. Main Street/Moffat Boulevard
Existing Conditions
Pedestrian Timing Review Worksheet
GHD, Inc. 1/28/2022
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Appendix B – Timing Parameters
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
1: Main St & Alameda St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 13 46 12 39 10 49 16 35
Maximum Split (%) 11.8% 41.8% 10.9% 35.5% 9.1% 44.5% 14.5% 31.8% Minimum Split (s) 7.5 20.2 7.5 24.1 7.5 20.2 7.5 25.1
Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 4 10 4 10 4 10
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 2 3 1.5 3 2 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 10 14 10 15
Dual Entry No Yes No No No Yes No No
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 104.2 7.2 53.2 65.2 43.2 104.2 53.2 69.2 End Time (s) 7.2 53.2 65.2 104.2 53.2 43.2 69.2 104.2
Yield/Force Off (s) 3.7 49 61.7 100.1 49.7 39 65.7 100.1 Yield/Force Off 170(s) 3.7 39 61.7 86.1 49.7 29 65.7 85.1 Local Start Time (s) 65.2 78.2 14.2 26.2 4.2 65.2 14.2 30.2 Local Yield (s) 74.7 10 22.7 61.1 10.7 0 26.7 61.1
Local Yield 170(s) 74.7 0 22.7 47.1 10.7 100 26.7 46.1
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 65
Offset: 39 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
2: Main St & North St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Phase Number 1 2 4 5 6 8
Movement SBL NBT EBTL NBL SBT WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 14 68 28 9 73 28
Maximum Split (%) 12.7% 61.8% 25.5% 8.2% 66.4% 25.5%
Minimum Split (s) 7.5 21.2 23.2 7.5 21.2 23.2
Yellow Time (s) 3 3.7 3.7 3 3.7 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 5 5 4 5 5
Vehicle Extension (s) 2 4 3 2 4 3
Minimum Gap (s) 2 4 3 2 4 3
Time Before Reduce (s) 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 10 12 10 12
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 44.2 86.2 58.2 86.2 95.2 58.2
End Time (s) 58.2 44.2 86.2 95.2 58.2 86.2
Yield/Force Off (s) 54.7 40 82 91.7 54 82
Yield/Force Off 170(s) 54.7 30 70 91.7 44 70
Local Start Time (s) 4.2 46.2 18.2 46.2 55.2 18.2
Local Yield (s) 14.7 0 42 51.7 14 42
Local Yield 170(s) 14.7 100 30 51.7 4 30
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 65
Offset: 40 (36%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 2: Main St & North St
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Timing Report, Sorted By Phase Coordinated Conditions
3: Main St & Center St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 17 53 10 30 11 59 12 28
Maximum Split (%) 15.5% 48.2% 9.1% 27.3% 10.0% 53.6% 10.9% 25.5% Minimum Split (s) 7.5 22.2 7.5 21.2 7.5 22.2 7.5 21.2
Yellow Time (s) 3 3.7 3 3.7 3 3.7 3 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 6 4 6 4 6 4 6
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 1.5 3 1.5 3 1.5 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 12 11 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 39.2 56.2 29.2 109.2 98.2 39.2 27.2 109.2 End Time (s) 56.2 109.2 39.2 29.2 109.2 98.2 39.2 27.2
Yield/Force Off (s) 52.7 105 35.7 25 105.7 94 35.7 23
Yield/Force Off 170(s) 52.7 93 35.7 14 105.7 82 35.7 12 Local Start Time (s) 55.2 72.2 45.2 15.2 4.2 55.2 43.2 15.2 Local Yield (s) 68.7 11 51.7 41 11.7 0 51.7 39
Local Yield 170(s) 68.7 109 51.7 30 11.7 98 51.7 28
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 75
Offset: 94 (85%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
4: Main St & W. Yosemite Ave AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None None None C-Min None None
Maximum Split (s) 15 46 15 34 12 49 12 37
Maximum Split (%) 13.6% 41.8% 13.6% 30.9% 10.9% 44.5% 10.9% 33.6% Minimum Split (s) 12.5 25.2 11.5 28.1 11.5 22.2 11.5 21.1 Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 9 7 8 5 8 5 8 5
Vehicle Extension (s) 3 3 3 3 1.5 3 3 3
Minimum Gap (s) 3 3 3 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 15 18 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 39.2 54.2 24.2 100.2 39.2 51.2 27.2 100.2 End Time (s) 54.2 100.2 39.2 24.2 51.2 100.2 39.2 27.2
Yield/Force Off (s) 50.7 96 35.7 20.1 47.7 96 35.7 23.1 Yield/Force Off 170(s) 50.7 81 35.7 2.1 47.7 84 35.7 12.1 Local Start Time (s) 53.2 68.2 38.2 4.2 53.2 65.2 41.2 4.2 Local Yield (s) 64.7 0 49.7 34.1 61.7 0 49.7 37.1
Local Yield 170(s) 64.7 95 49.7 16.1 61.7 98 49.7 26.1
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 96 (87%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
5: Main St & Moffat Blvd AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Phase Number 1 2 6 7 8
Movement SBL NBT SBT EBTL WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes
Recall Mode None C-Max C-Max None None
Maximum Split (s) 18 43 61 16 33
Maximum Split (%) 16.4% 39.1% 55.5% 14.5% 30.0%
Minimum Split (s) 7.5 33.2 13.2 13.5 26.9
Yellow Time (s) 3 3.7 3.7 3 4.4
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 9 5 8
Vehicle Extension (s) 2 2 2 3 2
Minimum Gap (s) 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0
Walk Time (s) 6 6
Flash Dont Walk (s) 23 16
Dual Entry No Yes Yes No No
Inhibit Max Yes Yes Yes Yes Yes
Start Time (s) 92.2 49.2 49.2 0.2 16.2
End Time (s) 0.2 92.2 0.2 16.2 49.2
Yield/Force Off (s) 106.7 88 106 12.7 44.3
Yield/Force Off 170(s) 106.7 65 106 12.7 28.3
Local Start Time (s) 4.2 71.2 71.2 22.2 38.2
Local Yield (s) 18.7 0 18 34.7 66.3
Local Yield 170(s) 18.7 87 18 34.7 50.3
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 85
Offset: 88 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 5: Main St & Moffat Blvd
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
1: Main St & Alameda St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 13 46 12 39 10 49 16 35
Maximum Split (%) 11.8% 41.8% 10.9% 35.5% 9.1% 44.5% 14.5% 31.8% Minimum Split (s) 7.5 20.2 7.5 24.1 7.5 20.2 7.5 25.1
Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 4 10 4 10 4 10
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 2 3 1.5 3 2 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 10 14 10 15
Dual Entry No Yes No No No Yes No No
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 104.2 7.2 53.2 65.2 43.2 104.2 53.2 69.2 End Time (s) 7.2 53.2 65.2 104.2 53.2 43.2 69.2 104.2
Yield/Force Off (s) 3.7 49 61.7 100.1 49.7 39 65.7 100.1 Yield/Force Off 170(s) 3.7 39 61.7 86.1 49.7 29 65.7 85.1 Local Start Time (s) 65.2 78.2 14.2 26.2 4.2 65.2 14.2 30.2 Local Yield (s) 74.7 10 22.7 61.1 10.7 0 26.7 61.1
Local Yield 170(s) 74.7 0 22.7 47.1 10.7 100 26.7 46.1
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 70
Offset: 39 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
2: Main St & North St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Phase Number 1 2 4 5 6 8
Movement SBL NBT EBTL NBL SBT WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 14 68 28 9 73 28
Maximum Split (%) 12.7% 61.8% 25.5% 8.2% 66.4% 25.5%
Minimum Split (s) 7.5 21.2 23.2 7.5 21.2 23.2
Yellow Time (s) 3 3.7 3.7 3 3.7 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 5 5 4 5 5
Vehicle Extension (s) 2 4 3 2 4 3
Minimum Gap (s) 2 4 3 2 4 3
Time Before Reduce (s) 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 10 12 10 12
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 44.2 86.2 58.2 86.2 95.2 58.2
End Time (s) 58.2 44.2 86.2 95.2 58.2 86.2
Yield/Force Off (s) 54.7 40 82 91.7 54 82
Yield/Force Off 170(s) 54.7 30 70 91.7 44 70
Local Start Time (s) 4.2 46.2 18.2 46.2 55.2 18.2
Local Yield (s) 14.7 0 42 51.7 14 42
Local Yield 170(s) 14.7 100 30 51.7 4 30
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 70
Offset: 40 (36%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 2: Main St & North St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
3: Main St & Center St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 17 53 10 30 11 59 12 28
Maximum Split (%) 15.5% 48.2% 9.1% 27.3% 10.0% 53.6% 10.9% 25.5% Minimum Split (s) 7.5 22.2 7.5 21.2 7.5 22.2 7.5 21.2
Yellow Time (s) 3 3.7 3 3.7 3 3.7 3 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 6 4 6 4 6 4 6
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 1.5 3 1.5 3 1.5 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 12 11 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 39.2 56.2 29.2 109.2 98.2 39.2 27.2 109.2 End Time (s) 56.2 109.2 39.2 29.2 109.2 98.2 39.2 27.2
Yield/Force Off (s) 52.7 105 35.7 25 105.7 94 35.7 23
Yield/Force Off 170(s) 52.7 93 35.7 14 105.7 82 35.7 12 Local Start Time (s) 55.2 72.2 45.2 15.2 4.2 55.2 43.2 15.2 Local Yield (s) 68.7 11 51.7 41 11.7 0 51.7 39
Local Yield 170(s) 68.7 109 51.7 30 11.7 98 51.7 28
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 94 (85%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
4: Main St & W. Yosemite Ave MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None None None C-Min None None
Maximum Split (s) 15 46 15 34 12 49 12 37
Maximum Split (%) 13.6% 41.8% 13.6% 30.9% 10.9% 44.5% 10.9% 33.6% Minimum Split (s) 12.5 25.2 11.5 28.1 11.5 22.2 11.5 21.1 Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 9 7 8 5 8 5 8 5
Vehicle Extension (s) 3 3 3 3 1.5 3 3 3
Minimum Gap (s) 3 3 3 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 15 18 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 39.2 54.2 24.2 100.2 39.2 51.2 27.2 100.2 End Time (s) 54.2 100.2 39.2 24.2 51.2 100.2 39.2 27.2
Yield/Force Off (s) 50.7 96 35.7 20.1 47.7 96 35.7 23.1 Yield/Force Off 170(s) 50.7 81 35.7 2.1 47.7 84 35.7 12.1 Local Start Time (s) 53.2 68.2 38.2 4.2 53.2 65.2 41.2 4.2 Local Yield (s) 64.7 0 49.7 34.1 61.7 0 49.7 37.1
Local Yield 170(s) 64.7 95 49.7 16.1 61.7 98 49.7 26.1
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 96 (87%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
5: S Main St/Main St & Moffat Blvd MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Phase Number 1 2 6 7 8
Movement SBL NBT SBT EBTL WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes
Recall Mode None C-Max C-Max None None
Maximum Split (s) 18 43 61 16 33
Maximum Split (%) 16.4% 39.1% 55.5% 14.5% 30.0%
Minimum Split (s) 7.5 33.2 13.2 13.5 26.9
Yellow Time (s) 3 3.7 3.7 3 4.4
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 9 5 8
Vehicle Extension (s) 2 2 2 3 2
Minimum Gap (s) 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0
Walk Time (s) 6 6
Flash Dont Walk (s) 23 16
Dual Entry No Yes Yes No No
Inhibit Max Yes Yes Yes Yes Yes
Start Time (s) 92.2 49.2 49.2 0.2 16.2
End Time (s) 0.2 92.2 0.2 16.2 49.2
Yield/Force Off (s) 106.7 88 106 12.7 44.3
Yield/Force Off 170(s) 106.7 65 106 12.7 28.3
Local Start Time (s) 4.2 71.2 71.2 22.2 38.2
Local Yield (s) 18.7 0 18 34.7 66.3
Local Yield 170(s) 18.7 87 18 34.7 50.3
Intersection Summary
Cycle Length 110
Control Type Actuated-Coordinated
Natural Cycle 85
Offset: 88 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 5: S Main St/Main St & Moffat Blvd
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
1: Main St & Alameda St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lead Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 13 41 11 35 10 44 15 31
Maximum Split (%) 13.0% 41.0% 11.0% 35.0% 10.0% 44.0% 15.0% 31.0% Minimum Split (s) 7.5 20.2 7.5 24.1 7.5 20.2 7.5 25.1
Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 4 10 4 10 4 10
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 2 3 1.5 3 2 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 10 14 10 15
Dual Entry No Yes No No No Yes No No
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 2.2 15.2 56.2 67.2 46.2 2.2 56.2 71.2
End Time (s) 15.2 56.2 67.2 2.2 56.2 46.2 71.2 2.2
Yield/Force Off (s) 11.7 52 63.7 98.1 52.7 42 67.7 98.1 Yield/Force Off 170(s) 11.7 42 63.7 84.1 52.7 32 67.7 83.1 Local Start Time (s) 60.2 73.2 14.2 25.2 4.2 60.2 14.2 29.2 Local Yield (s) 69.7 10 21.7 56.1 10.7 0 25.7 56.1
Local Yield 170(s) 69.7 0 21.7 42.1 10.7 90 25.7 41.1
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 70
Offset: 42 (42%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
2: Main St & North St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Phase Number 1 2 4 5 6 8
Movement SBL NBT EBTL NBL SBT WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes Yes Yes
Recall Mode None C-Max None None C-Max None
Maximum Split (s) 12 62 26 9 65 26
Maximum Split (%) 12.0% 62.0% 26.0% 9.0% 65.0% 26.0%
Minimum Split (s) 7.5 21.2 26 7.5 21.2 26
Yellow Time (s) 3 3.7 3.7 3 3.7 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 5 5 4 5 5
Vehicle Extension (s) 2 4 3 2 4 3
Minimum Gap (s) 2 4 3 2 4 3
Time Before Reduce (s) 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0
Walk Time (s) 7 7 7 7
Flash Dont Walk (s) 10 12 10 12
Dual Entry No Yes Yes No Yes Yes
Inhibit Max Yes Yes Yes Yes Yes Yes
Start Time (s) 55.2 93.2 67.2 93.2 2.2 67.2
End Time (s) 67.2 55.2 93.2 2.2 67.2 93.2
Yield/Force Off (s) 63.7 51 89 98.7 63 89
Yield/Force Off 170(s) 63.7 41 77 98.7 53 77
Local Start Time (s) 4.2 42.2 16.2 42.2 51.2 16.2
Local Yield (s) 12.7 0 38 47.7 12 38
Local Yield 170(s) 12.7 90 26 47.7 2 26
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 51 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 2: Main St & North St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
3: Main St & Center St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Max None None None C-Max None None
Maximum Split (s) 13 49 10 28 10 52 12 26
Maximum Split (%) 13.0% 49.0% 10.0% 28.0% 10.0% 52.0% 12.0% 26.0% Minimum Split (s) 7.5 22.2 7.5 21.2 7.5 22.2 7.5 21.2
Yellow Time (s) 3 3.7 3 3.7 3 3.7 3 3.7
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 6 4 6 4 6 4 6
Vehicle Extension (s) 3 3 3 3 3 3 3 3
Minimum Gap (s) 1.5 3 1.5 3 1.5 3 1.5 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 12 11 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 48.2 61.2 38.2 10.2 0.2 48.2 36.2 10.2
End Time (s) 61.2 10.2 48.2 38.2 10.2 0.2 48.2 36.2
Yield/Force Off (s) 57.7 6 44.7 34 6.7 96 44.7 32
Yield/Force Off 170(s) 57.7 94 44.7 23 6.7 84 44.7 21
Local Start Time (s) 52.2 65.2 42.2 14.2 4.2 52.2 40.2 14.2 Local Yield (s) 61.7 10 48.7 38 10.7 0 48.7 36
Local Yield 170(s) 61.7 98 48.7 27 10.7 88 48.7 25
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 80
Offset: 96 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
4: Main St & W. Yosemite Ave PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Phase Number 1 2 3 4 5 6 7 8
Movement SBL NBT WBL EBT NBL SBT EBL WBT
Lead/Lag Lead Lag Lag Lead Lead Lag Lag Lead
Lead-Lag Optimize Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None C-Min None None None C-Min None None
Maximum Split (s) 14 38 16 32 12 40 12 36
Maximum Split (%) 14.0% 38.0% 16.0% 32.0% 12.0% 40.0% 12.0% 36.0% Minimum Split (s) 12.5 25.2 11.5 28.1 11.5 22.2 11.5 21.1 Yellow Time (s) 3 3.7 3 3.6 3 3.7 3 3.6
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 9 7 8 5 8 5 8 5
Vehicle Extension (s) 3 3 3 3 1.5 3 3 3
Minimum Gap (s) 3 3 3 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0 0 0 0
Walk Time (s) 6 6 6 6
Flash Dont Walk (s) 15 18 12 11
Dual Entry No Yes No Yes No Yes No Yes
Inhibit Max Yes Yes Yes Yes Yes Yes Yes Yes
Start Time (s) 48.2 62.2 32.2 0.2 48.2 60.2 36.2 0.2
End Time (s) 62.2 0.2 48.2 32.2 60.2 0.2 48.2 36.2
Yield/Force Off (s) 58.7 96 44.7 28.1 56.7 96 44.7 32.1 Yield/Force Off 170(s) 58.7 81 44.7 10.1 56.7 84 44.7 21.1 Local Start Time (s) 52.2 66.2 36.2 4.2 52.2 64.2 40.2 4.2 Local Yield (s) 62.7 0 48.7 32.1 60.7 0 48.7 36.1
Local Yield 170(s) 62.7 85 48.7 14.1 60.7 88 48.7 25.1
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 90
Offset: 96 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Timing Report, Sorted By Phase Coordinated Conditions
5: Main St & Moffat Blvd PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Phase Number 1 2 6 7 8
Movement SBL NBT SBT EBTL WBTL
Lead/Lag Lag Lead Lead Lag
Lead-Lag Optimize Yes Yes
Recall Mode None C-Max C-Max None None
Maximum Split (s) 15 39 54 15 31
Maximum Split (%) 15.0% 39.0% 54.0% 15.0% 31.0%
Minimum Split (s) 7.5 33.2 13.2 13.5 26.9
Yellow Time (s) 3 3.7 3.7 3 4.4
All-Red Time (s) 0.5 0.5 0.5 0.5 0.5
Minimum Initial (s) 4 10 9 5 8
Vehicle Extension (s) 2 2 2 3 2
Minimum Gap (s) 3 3 3 3 3
Time Before Reduce (s) 0 0 0 0 0
Time To Reduce (s) 0 0 0 0 0
Walk Time (s) 6 6
Flash Dont Walk (s) 23 16
Dual Entry No Yes Yes No No
Inhibit Max Yes Yes Yes Yes Yes
Start Time (s) 93.2 54.2 54.2 8.2 23.2
End Time (s) 8.2 93.2 8.2 23.2 54.2
Yield/Force Off (s) 4.7 89 4 19.7 49.3
Yield/Force Off 170(s) 4.7 66 4 19.7 33.3
Local Start Time (s) 4.2 65.2 65.2 19.2 34.2
Local Yield (s) 15.7 0 15 30.7 60.3
Local Yield 170(s) 15.7 77 15 30.7 44.3
Intersection Summary
Cycle Length 100
Control Type Actuated-Coordinated
Natural Cycle 85
Offset: 89 (89%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Splits and Phases: 5: Main St & Moffat Blvd
ATTACHMENT 1
The Power of Commitment
12562285
Appendix C – Urban Street Level of Service Calculations ATTACHMENT 1
Arterial Level of Service Existing Conditions
AM Peak Hour
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 16.0 37.1 0.16 15.3 D
W. Yosemite Ave III 30 16.6 40.2 56.8 0.12 7.5 F
Center St III 30 16.9 23.5 40.4 0.12 10.7 E
North St III 30 17.8 18.5 36.3 0.13 13.1 E
Alameda St III 30 32.2 14.4 46.6 0.25 19.6 C
Total III 104.6 112.6 217.2 0.78 12.9 E
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 14.2 31.4 0.13 14.7 D
North St III 30 32.2 15.7 47.9 0.25 19.0 C
Center St III 30 17.8 17.8 35.6 0.13 13.4 E
W. Yosemite Ave III 30 16.9 39.7 56.6 0.12 7.6 F
III 30 16.6 6.4 23.0 0.12 18.4 C
Total III 100.7 93.8 194.5 0.75 13.9 E
ATTACHMENT 1
Arterial Level of Service Existing Conditions
Midday Peak Hour
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 9.4 30.5 0.16 18.6 C
W. Yosemite Ave III 30 16.6 40.0 56.6 0.12 7.5 F
Center St III 30 16.9 20.3 37.2 0.12 11.6 E
North St III 30 17.8 15.9 33.7 0.13 14.2 D
Alameda St III 30 32.2 16.5 48.7 0.25 18.7 C
Total III 104.6 102.1 206.7 0.78 13.6 E
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 16.5 33.7 0.13 13.7 E
North St III 30 32.2 14.8 47.0 0.25 19.4 C
Center St III 30 17.8 24.4 42.2 0.13 11.3 E
W. Yosemite Ave III 30 16.9 78.3 95.2 0.12 4.5 F
III 30 16.6 4.1 20.7 0.12 20.5 C
Total III 100.7 138.1 238.8 0.75 11.3 E
ATTACHMENT 1
Arterial Level of Service Existing Conditions
PM Peak Hour
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 17.2 38.3 0.16 14.8 D
W. Yosemite Ave III 30 16.6 37.0 53.6 0.12 7.9 F
Center St III 30 16.9 28.2 45.1 0.12 9.6 F
North St III 30 17.8 37.8 55.6 0.13 8.6 F
Alameda St III 30 32.2 18.5 50.7 0.25 18.0 D
Total III 104.6 138.7 243.3 0.78 11.6 E
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 17.6 34.8 0.13 13.3 E
North St III 30 32.2 16.2 48.4 0.25 18.8 C
Center St III 30 17.8 31.1 48.9 0.13 9.8 F
W. Yosemite Ave III 30 16.9 51.6 68.5 0.12 6.3 F
III 30 16.6 8.1 24.7 0.12 17.1 D
Total III 100.7 124.6 225.3 0.75 12.0 E
ATTACHMENT 1
Arterial Level of Service Coordinated Conditions
AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 20.0 41.1 0.16 13.8 E
W. Yosemite Ave III 30 16.6 22.3 38.9 0.12 10.9 E
Center St III 30 16.9 11.9 28.8 0.12 15.0 D
North St III 30 17.8 13.8 31.6 0.13 15.1 D
Alameda St III 30 32.2 6.1 38.3 0.25 23.8 C
Total III 104.6 74.1 178.7 0.78 15.7 D
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 12.4 29.6 0.13 15.6 D
North St III 30 32.2 9.0 41.2 0.25 22.1 C
Center St III 30 17.8 18.4 36.2 0.13 13.2 E
W. Yosemite Ave III 30 16.9 16.9 33.8 0.12 12.7 E
III 30 16.6 3.9 20.5 0.12 20.7 C
Total III 100.7 60.6 161.3 0.75 16.8 D
ATTACHMENT 1
Arterial Level of Service Coordinated Conditions
MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 12.0 33.1 0.16 17.1 D
W. Yosemite Ave III 30 16.6 25.3 41.9 0.12 10.1 E
Center St III 30 16.9 8.3 25.2 0.12 17.1 D
North St III 30 17.8 12.1 29.9 0.13 16.0 D
Alameda St III 30 32.2 9.2 41.4 0.25 22.0 C
Total III 104.6 66.9 171.5 0.78 16.4 D
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 14.0 31.2 0.13 14.8 D
North St III 30 32.2 10.9 43.1 0.25 21.2 C
Center St III 30 17.8 21.8 39.6 0.13 12.1 E
W. Yosemite Ave III 30 16.9 32.0 48.9 0.12 8.8 F
III 30 16.6 2.3 18.9 0.12 22.4 C
Total III 100.7 81.0 181.7 0.75 14.9 D
ATTACHMENT 1
Arterial Level of Service Coordinated Conditions
PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Arterial Level of Service: NB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Moffat Blvd III 30 21.1 18.8 39.9 0.16 14.2 D
W. Yosemite Ave III 30 16.6 22.1 38.7 0.12 10.9 E
Center St III 30 16.9 9.9 26.8 0.12 16.1 D
North St III 30 17.8 26.1 43.9 0.13 10.9 E
Alameda St III 30 32.2 16.5 48.7 0.25 18.7 C
Total III 104.6 93.4 198.0 0.78 14.2 D
Arterial Level of Service: SB Main St
Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Alameda St III 30 17.2 15.2 32.4 0.13 14.2 D
North St III 30 32.2 8.6 40.8 0.25 22.4 C
Center St III 30 17.8 25.5 43.3 0.13 11.0 E
W. Yosemite Ave III 30 16.9 27.0 43.9 0.12 9.8 F
III 30 16.6 5.7 22.3 0.12 19.0 C
Total III 100.7 82.0 182.7 0.75 14.8 D
ATTACHMENT 1
The Power of Commitment
12562285
Appendix D – Intersection Level of Service Calculations ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 90 90 37 22 62 59 22 301 14 41 423 83 Future Volume (vph) 90 90 37 22 62 59 22 301 14 41 423 83 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 55 0 70 0 150 150 75 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.956 0.927 0.993 0.975
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1603 0 1593 1554 0 1593 3049 0 1593 2769 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1603 0 1593 1554 0 1593 3049 0 1593 2769 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 20 43 5 25
Link Speed (mph) 30 30 30 30
Link Distance (ft) 644 665 1338 677
Travel Time (s) 14.6 15.1 30.4 15.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 10% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) 0 0
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 108 108 45 27 75 71 27 363 17 49 510 100 Shared Lane Traffic (%)
Lane Group Flow (vph) 108 153 0 27 146 0 27 380 0 49 610 0 Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Total Split (s) 16.0 39.0 12.0 35.0 10.0 46.0 13.0 49.0 Total Lost Time (s) 3.5 4.1 3.5 4.1 3.5 4.2 3.5 4.2
Act Effct Green (s) 11.2 21.3 7.2 13.6 6.2 63.0 8.8 67.5 Actuated g/C Ratio 0.10 0.19 0.07 0.12 0.06 0.57 0.08 0.61 v/c Ratio 0.67 0.47 0.26 0.64 0.30 0.22 0.39 0.36
Control Delay 67.5 39.4 54.8 44.4 42.4 6.1 56.0 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.5 39.4 54.8 44.4 42.4 6.1 56.0 12.4

LOS E D D D D A E B
Approach Delay 51.0 46.0 8.5 15.6
Approach LOS D D A B
Queue Length 50th (ft) 74 87 18 70 20 26 33 112
Queue Length 95th (ft) 122 131 44 116 m34 47 64 156
Internal Link Dist (ft) 564 585 1258 597
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 55 70 150 75
Base Capacity (vph) 181 522 123 467 94 1747 147 1707
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.60 0.29 0.22 0.31 0.29 0.22 0.33 0.36 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 39 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 23.4 Intersection LOS: C
Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 52 17 26 97 61 17 312 20 69 375 9 Future Volume (vph) 11 52 17 26 97 61 17 312 20 69 375 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1560 1560 1900 1594 1594 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 65 75 0 65 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.971 0.850 0.991 0.996
Flt Protected 0.993 0.989 0.950 0.950
Satd. Flow (prot) 0 1455 0 0 1492 1283 1593 1316 0 1593 1301 0 Flt Permitted 0.947 0.919 0.950 0.950
Satd. Flow (perm) 0 1387 0 0 1387 1283 1593 1316 0 1593 1301 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 11 88 5 2
Link Speed (mph) 30 30 30 30
Link Distance (ft) 671 624 700 1338
Travel Time (s) 15.3 14.2 15.9 30.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 10% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) 0 0 0 0 0 0
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 15 69 23 35 129 81 23 416 27 92 500 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 107 0 0 164 81 23 443 0 92 512 0 Turn Type Perm NA Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 8
Total Split (s) 28.0 28.0 28.0 28.0 28.0 9.0 68.0 14.0 73.0 Total Lost Time (s) 4.2 4.2 4.2 3.5 4.2 3.5 4.2
Act Effct Green (s) 17.9 17.9 17.9 5.6 69.7 10.5 79.8
Actuated g/C Ratio 0.16 0.16 0.16 0.05 0.63 0.10 0.73
v/c Ratio 0.46 0.73 0.29 0.28 0.53 0.61 0.54
Control Delay 42.4 61.7 9.5 64.8 13.8 55.6 9.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.4 61.7 9.5 64.8 13.8 55.6 9.0

LOS D E A E B E A
Approach Delay 42.4 44.5 16.3 16.1
Approach LOS D D B B
Queue Length 50th (ft) 62 111 0 17 72 64 65
Queue Length 95th (ft) 88 141 21 m26 298 99 83
Internal Link Dist (ft) 591 544 620 1258
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 65 75 65
Base Capacity (vph) 308 300 346 85 836 152 944
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.35 0.55 0.23 0.27 0.53 0.61 0.54
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 40 (36%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.73
Intersection Signal Delay: 23.0 Intersection LOS: C
Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Main St & North St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 32 78 33 16 94 25 46 280 30 95 290 46 Future Volume (vph) 32 78 33 16 94 25 46 280 30 95 290 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1522 1522 1900 1609 1609 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 75 75 65 0 75 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.985 0.979
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1676 1425 1593 1676 1425 1593 1278 0 1593 1302 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1676 1425 1593 1676 1425 1593 1278 0 1593 1302 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 123 123 6 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 739 670 632 700
Travel Time (s) 16.8 15.2 14.4 15.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 10% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 44 108 46 22 131 35 64 389 42 132 403 64 Shared Lane Traffic (%)
Lane Group Flow (vph) 44 108 46 22 131 35 64 431 0 132 467 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Total Split (s) 12.0 30.0 30.0 10.0 28.0 28.0 11.0 53.0 17.0 59.0 Total Lost Time (s) 3.5 4.2 4.2 3.5 4.2 4.2 3.5 4.2 3.5 4.2 Act Effct Green (s) 8.5 17.7 17.7 8.7 13.9 13.9 7.2 60.5 13.6 68.7 Actuated g/C Ratio 0.08 0.16 0.16 0.08 0.13 0.13 0.07 0.55 0.12 0.62 v/c Ratio 0.36 0.40 0.14 0.18 0.62 0.12 0.62 0.61 0.67 0.57 Control Delay 55.5 46.0 0.9 48.5 57.6 0.9 57.1 11.9 54.9 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 55.5 46.0 0.9 48.5 57.6 0.9 57.1 11.9 54.9 18.4

LOS E D A D E A E B D B
Approach Delay 37.6 46.0 17.7 26.5
Approach LOS D D B C
Queue Length 50th (ft) 30 63 0 15 89 0 47 63 73 270
Queue Length 95th (ft) 51 98 0 31 113 0 70 104 111 295
Internal Link Dist (ft) 659 590 552 620
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 60 60 75 75 65 75
Base Capacity (vph) 136 393 428 130 362 404 108 705 212 817 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.32 0.27 0.11 0.17 0.36 0.09 0.59 0.61 0.62 0.57 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 94 (85%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.67
Intersection Signal Delay: 27.5 Intersection LOS: C
Intersection Capacity Utilization 47.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 47 279 53 109 193 50 91 290 199 75 214 36 Future Volume (vph) 47 279 53 109 193 50 91 290 199 75 214 36 Ideal Flow (vphpl) 1900 1576 1687 1900 1900 1900 1900 1681 1900 1900 1594 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 50 50 55 55 160 0 110 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.850 0.978
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1391 1265 1593 1676 1425 1593 1427 1425 1593 1289 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1391 1265 1593 1676 1425 1593 1427 1425 1593 1289 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 81 81 243 9
Link Speed (mph) 30 30 30 30
Link Distance (ft) 758 651 621 632
Travel Time (s) 17.2 14.8 14.1 14.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 10% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 57 340 65 133 235 61 111 354 243 91 261 44 Shared Lane Traffic (%)
Lane Group Flow (vph) 57 340 65 133 235 61 111 354 243 91 305 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2
Total Split (s) 12.0 34.0 34.0 15.0 37.0 37.0 12.0 46.0 46.0 15.0 49.0 Total Lost Time (s) 3.5 4.1 4.1 3.5 4.1 4.1 3.5 4.2 4.2 3.5 4.2 Act Effct Green (s) 19.4 30.4 30.4 12.4 25.6 25.6 9.3 43.8 43.8 10.6 42.7 Actuated g/C Ratio 0.18 0.28 0.28 0.11 0.23 0.23 0.08 0.40 0.40 0.10 0.39 v/c Ratio 0.20 0.89 0.16 0.75 0.60 0.15 0.83 0.62 0.34 0.59 0.60 Control Delay 40.6 63.1 5.5 72.7 45.9 5.0 102.4 22.3 2.1 81.1 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 63.1 5.5 72.7 45.9 5.0 102.4 22.3 2.1 81.1 16.9

LOS D E A E D A F C A F B
Approach Delay 52.2 48.4 27.9 31.7
Approach LOS D D C C
Queue Length 50th (ft) 31 219 0 89 158 0 72 231 27 58 126 Queue Length 95th (ft) 71 #342 19 #169 202 16 #168 102 1 112 80 Internal Link Dist (ft) 678 571 541 552
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 50 50 55 55 160 110
Base Capacity (vph) 283 398 420 183 516 494 134 599 739 166 546 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 0.20 0.85 0.15 0.73 0.46 0.12 0.83 0.59 0.33 0.55 0.56 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 96 (87%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 38.7 Intersection LOS: D
Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: Main St & Moffat Blvd AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 1 4 178 1 119 0 439 198 71 301 0 Future Volume (vph) 0 1 4 178 1 119 0 439 198 71 301 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1778 1880 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 160 0 0 0 100 0
Storage Lanes 0 0 1 1 0 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00 Ped Bike Factor
Frt 0.884 0.850 0.953
Flt Protected 0.953 0.950
Satd. Flow (prot) 0 1482 0 0 1598 1425 0 2766 0 1593 2954 0 Flt Permitted 0.953 0.950
Satd. Flow (perm) 0 1482 0 0 1598 1425 0 2766 0 1593 2954 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 6 170 73
Link Speed (mph) 30 30 30 30
Link Distance (ft) 142 685 832 621
Travel Time (s) 3.2 15.6 18.9 14.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 6% 2% 2% 10% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 1 6 254 1 170 0 627 283 101 430 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 7 0 0 255 170 0 910 0 101 430 0 Turn Type NA Split NA Perm NA Prot NA
Protected Phases 7 8 8 2 1 6
Permitted Phases 7 8
Total Split (s) 16.0 16.0 33.0 33.0 33.0 43.0 18.0 61.0 Total Lost Time (s) 3.5 4.9 4.9 4.2 3.5 4.2
Act Effct Green (s) 5.9 21.9 21.9 58.9 14.5 76.9
Actuated g/C Ratio 0.05 0.20 0.20 0.54 0.13 0.70
v/c Ratio 0.08 0.80 0.40 0.60 0.48 0.21
Control Delay 32.6 59.9 8.0 20.0 44.6 3.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.6 59.9 8.0 20.0 44.6 3.9

LOS C E A C D A
Approach Delay 32.6 39.1 20.0 11.6
Approach LOS C D C B
Queue Length 50th (ft) 1 173 0 193 73 11
Queue Length 95th (ft) 11 177 18 244 92 56
Internal Link Dist (ft) 62 605 752 541
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: Main St & Moffat Blvd AM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 100
Base Capacity (vph) 173 414 495 1514 209 2064
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.04 0.62 0.34 0.60 0.48 0.21
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 88 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 22.0 Intersection LOS: C
Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 5: Main St & Moffat Blvd
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 104 69 41 29 86 63 40 534 23 47 569 96 Future Volume (vph) 104 69 41 29 86 63 40 534 23 47 569 96 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1729 1777 1900 1725 1714 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 55 0 70 0 150 150 75 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.944 0.937 0.994 0.978
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1583 0 1593 1571 0 1593 2752 0 1593 2579 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1583 0 1593 1571 0 1593 2752 0 1593 2579 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 29 33 4 21
Link Speed (mph) 30 30 30 30
Link Distance (ft) 644 665 1338 677
Travel Time (s) 14.6 15.1 30.4 15.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) 0 0
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 106 70 42 30 88 64 41 545 23 48 581 98
Shared Lane Traffic (%)
Lane Group Flow (vph) 106 112 0 30 152 0 41 568 0 48 679 0 Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Total Split (s) 16.0 39.0 12.0 35.0 10.0 46.0 13.0 49.0 Total Lost Time (s) 3.5 4.1 3.5 4.1 3.5 4.2 3.5 4.2
Act Effct Green (s) 11.1 22.0 7.3 14.4 6.3 62.3 8.7 66.7 Actuated g/C Ratio 0.10 0.20 0.07 0.13 0.06 0.57 0.08 0.61 v/c Ratio 0.66 0.33 0.29 0.65 0.45 0.36 0.38 0.43
Control Delay 67.0 30.7 55.4 47.9 54.0 9.2 55.8 14.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 67.0 30.7 55.4 47.9 54.0 9.2 55.8 14.0

LOS E C E D D A E B
Approach Delay 48.3 49.2 12.3 16.8
Approach LOS D D B B
Queue Length 50th (ft) 72 52 20 81 30 65 33 137
Queue Length 95th (ft) #133 101 51 141 m55 90 70 212
Internal Link Dist (ft) 564 585 1258 597
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 55 70 150 75
Base Capacity (vph) 181 522 123 465 94 1559 146 1572
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.59 0.21 0.24 0.33 0.44 0.36 0.33 0.43 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 39 (35%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 22.6 Intersection LOS: C
Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 58 21 31 84 79 23 424 23 66 461 20 Future Volume (vph) 29 58 21 31 84 79 23 424 23 66 461 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1571 1900 1900 1479 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 65 75 0 65 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.973 0.850 0.992 0.994
Flt Protected 0.987 0.987 0.950 0.950
Satd. Flow (prot) 0 1449 0 0 1489 1283 1593 1314 0 1593 1239 0 Flt Permitted 0.870 0.868 0.950 0.950
Satd. Flow (perm) 0 1277 0 0 1310 1283 1593 1314 0 1593 1239 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 10 88 4 4
Link Speed (mph) 30 30 30 30
Link Distance (ft) 671 624 700 1338
Travel Time (s) 15.3 14.2 15.9 30.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) 0 0 0 0 0 0
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 31 62 23 33 90 85 25 456 25 71 496 22
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 116 0 0 123 85 25 481 0 71 518 0 Turn Type Perm NA Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 8
Total Split (s) 28.0 28.0 28.0 28.0 28.0 9.0 68.0 14.0 73.0 Total Lost Time (s) 4.2 4.2 4.2 3.5 4.2 3.5 4.2
Act Effct Green (s) 15.2 15.2 15.2 6.1 75.2 9.4 80.1
Actuated g/C Ratio 0.14 0.14 0.14 0.06 0.68 0.09 0.73
v/c Ratio 0.63 0.68 0.34 0.28 0.54 0.52 0.57
Control Delay 54.8 63.0 11.6 64.3 12.1 48.9 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 54.8 63.0 11.6 64.3 12.1 48.9 10.9

LOS D E B E B D B
Approach Delay 54.8 42.0 14.7 15.4
Approach LOS D D B B
Queue Length 50th (ft) 71 84 0 0 73 49 71
Queue Length 95th (ft) 124 138 40 m35 442 96 152
Internal Link Dist (ft) 591 544 620 1258
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 65 75 65
Base Capacity (vph) 284 283 346 92 899 152 903
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.41 0.43 0.25 0.27 0.54 0.47 0.57
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 40 (36%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.68
Intersection Signal Delay: 22.3 Intersection LOS: C
Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Main St & North St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 85 186 80 41 118 65 54 317 22 60 408 64 Future Volume (vph) 85 186 80 41 118 65 54 317 22 60 408 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1644 1900 1900 1603 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 75 75 130 0 75 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.990 0.980
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1676 1425 1593 1676 1425 1593 1373 0 1593 1330 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1676 1425 1593 1676 1425 1593 1373 0 1593 1330 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 123 123 4 10
Link Speed (mph) 30 30 30 30
Link Distance (ft) 739 670 632 700
Travel Time (s) 16.8 15.2 14.4 15.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 91 200 86 44 127 70 58 341 24 65 439 69 Shared Lane Traffic (%)
Lane Group Flow (vph) 91 200 86 44 127 70 58 365 0 65 508 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Total Split (s) 12.0 30.0 30.0 10.0 28.0 28.0 11.0 53.0 17.0 59.0 Total Lost Time (s) 3.5 4.2 4.2 3.5 4.2 4.2 3.5 4.2 3.5 4.2 Act Effct Green (s) 11.9 21.8 21.8 7.6 13.6 13.6 7.1 61.2 9.8 63.8 Actuated g/C Ratio 0.11 0.20 0.20 0.07 0.12 0.12 0.06 0.56 0.09 0.58 v/c Ratio 0.53 0.60 0.23 0.40 0.61 0.25 0.56 0.48 0.46 0.66 Control Delay 57.3 48.4 3.8 59.7 57.7 2.9 49.2 8.3 51.7 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.3 48.4 3.8 59.7 57.7 2.9 49.2 8.3 51.7 21.8

LOS E D A E E A D A D C
Approach Delay 40.4 42.2 13.9 25.2
Approach LOS D D B C
Queue Length 50th (ft) 61 135 0 30 86 0 41 48 37 324
Queue Length 95th (ft) 114 201 19 68 142 7 m63 105 m71 472 Internal Link Dist (ft) 659 590 552 620
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 60 60 75 75 130 75
Base Capacity (vph) 174 393 428 113 362 404 108 765 195 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.52 0.51 0.20 0.39 0.35 0.17 0.54 0.48 0.33 0.66 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 94 (85%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.66
Intersection Signal Delay: 28.3 Intersection LOS: C
Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 29 254 78 120 251 65 107 326 165 77 401 40 Future Volume (vph) 29 254 78 120 251 65 107 326 165 77 401 40 Ideal Flow (vphpl) 1900 1481 1900 1678 1495 1900 1900 1419 1900 1900 1458 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 50 50 55 55 160 0 110 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.850 0.986
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1307 1425 1407 1319 1425 1593 1194 1425 1593 1214 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1307 1425 1407 1319 1425 1593 1194 1425 1593 1214 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 81 81 170 5
Link Speed (mph) 30 30 30 30
Link Distance (ft) 758 651 621 632
Travel Time (s) 17.2 14.8 14.1 14.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 30 262 80 124 259 67 110 336 170 79 413 41 Shared Lane Traffic (%)
Lane Group Flow (vph) 30 262 80 124 259 67 110 336 170 79 454 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2
Total Split (s) 12.0 34.0 34.0 15.0 37.0 37.0 12.0 46.0 46.0 15.0 49.0 Total Lost Time (s) 3.5 4.1 4.1 3.5 4.1 4.1 3.5 4.2 4.2 3.5 4.2 Act Effct Green (s) 10.0 25.8 25.8 12.3 32.7 32.7 9.2 48.8 48.8 10.4 47.5 Actuated g/C Ratio 0.09 0.23 0.23 0.11 0.30 0.30 0.08 0.44 0.44 0.09 0.43 v/c Ratio 0.21 0.86 0.20 0.79 0.66 0.14 0.83 0.64 0.23 0.53 0.86 Control Delay 50.0 65.3 8.1 81.2 43.7 5.4 95.2 25.3 3.7 75.8 32.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.0 65.3 8.1 81.2 43.7 5.4 95.2 25.3 3.7 75.8 32.0

LOS D E A F D A F C A E C
Approach Delay 51.8 48.3 31.8 38.5
Approach LOS D D C D
Queue Length 50th (ft) 19 174 0 85 173 0 69 201 36 56 242 Queue Length 95th (ft) 51 #288 36 #195 253 25 #191 #329 0 m88 #494 Internal Link Dist (ft) 678 571 541 552
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 50 50 55 55 160 110
Base Capacity (vph) 147 355 446 160 414 503 132 529 726 166 526 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 0.20 0.74 0.18 0.78 0.63 0.13 0.83 0.64 0.23 0.48 0.86 Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 96 (87%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.86
Intersection Signal Delay: 41.2 Intersection LOS: D
Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: S Main St/Main St & Moffat Blvd MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 2 2 138 0 102 0 457 92 93 481 1
Future Volume (vph) 0 2 2 138 0 102 0 457 92 93 481 1
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 160 0 0 0 100 0
Storage Lanes 0 0 1 1 0 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.932 0.850 0.975
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 1562 0 0 1593 1425 0 2984 0 1593 3037 0 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1562 0 0 1593 1425 0 2984 0 1593 3037 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 2 106 24
Link Speed (mph) 30 30 30 30
Link Distance (ft) 142 788 832 621
Travel Time (s) 3.2 17.9 18.9 14.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 0 2 2 144 0 106 0 476 96 97 501 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 4 0 0 144 106 0 572 0 97 502 0
Turn Type NA Split NA Perm NA Prot NA
Protected Phases 7 8 8 2 1 6
Permitted Phases 7 8
Total Split (s) 16.0 16.0 33.0 33.0 33.0 43.0 18.0 61.0 Total Lost Time (s) 3.5 4.9 4.9 4.2 3.5 4.2
Act Effct Green (s) 5.8 14.4 14.4 66.5 14.5 84.5
Actuated g/C Ratio 0.05 0.13 0.13 0.60 0.13 0.77
v/c Ratio 0.05 0.69 0.38 0.32 0.46 0.22
Control Delay 41.2 62.3 11.9 12.0 35.5 2.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 41.2 62.3 11.9 12.0 35.5 2.3

LOS D E B B D A
Approach Delay 41.3 40.9 12.0 7.7
Approach LOS D D B A
Queue Length 50th (ft) 1 99 0 87 57 9
Queue Length 95th (ft) 13 157 47 171 m73 m34
Internal Link Dist (ft) 62 708 752 541
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: S Main St/Main St & Moffat Blvd MD
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 100
Base Capacity (vph) 179 406 442 1814 209 2333
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.35 0.24 0.32 0.46 0.22
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 88 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.3 Intersection LOS: B
Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 5: S Main St/Main St & Moffat Blvd
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 115 117 40 29 97 54 51 541 40 64 483 93 Future Volume (vph) 115 117 40 29 97 54 51 541 40 64 483 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1493 1849 1900 1499 1583 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 55 0 70 0 150 150 75 0
Storage Lanes 1 0 1 0 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.962 0.946 0.990 0.976
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1613 0 1593 1586 0 1593 2412 0 1593 2375 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1613 0 1593 1586 0 1593 2412 0 1593 2375 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 18 27 9 27
Link Speed (mph) 30 30 30 30
Link Distance (ft) 644 665 1338 677
Travel Time (s) 14.6 15.1 30.4 15.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 5% 2% 2% 6% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 117 119 41 30 99 55 52 552 41 65 493 95 Shared Lane Traffic (%)
Lane Group Flow (vph) 117 160 0 30 154 0 52 593 0 65 588 0 Turn Type Prot NA Prot NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases
Total Split (s) 15.0 35.0 11.0 31.0 10.0 41.0 13.0 44.0 Total Lost Time (s) 3.5 4.1 3.5 4.1 3.5 4.2 3.5 4.2
Act Effct Green (s) 10.6 21.5 6.8 14.0 6.3 52.5 9.4 55.6 Actuated g/C Ratio 0.11 0.22 0.07 0.14 0.06 0.52 0.09 0.56 v/c Ratio 0.69 0.44 0.28 0.63 0.52 0.47 0.44 0.44
Control Delay 64.5 34.6 50.7 44.4 56.5 16.5 51.0 15.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 64.5 34.6 50.7 44.4 56.5 16.5 51.0 15.2

LOS E C D D E B D B
Approach Delay 47.2 45.4 19.8 18.8
Approach LOS D D B B
Queue Length 50th (ft) 72 83 18 77 30 88 40 110
Queue Length 95th (ft) #147 138 48 134 m49 166 80 177
Internal Link Dist (ft) 564 585 1258 597
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
1: Main St & Alameda St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 2
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 55 70 150 75
Base Capacity (vph) 183 510 119 446 103 1270 167 1332
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.31 0.25 0.35 0.50 0.47 0.39 0.44 Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 42 (42%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 26.4 Intersection LOS: C
Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 1: Main St & Alameda St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 94 15 45 139 125 26 474 19 73 442 29 Future Volume (vph) 31 94 15 45 139 125 26 474 19 73 442 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1357 1900 1900 1585 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 65 75 0 65 0
Storage Lanes 0 0 0 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.986 0.850 0.994 0.991
Flt Protected 0.989 0.988 0.950 0.950
Satd. Flow (prot) 0 1471 0 0 1491 1283 1593 1157 0 1593 1337 0 Flt Permitted 0.801 0.859 0.950 0.950
Satd. Flow (perm) 0 1192 0 0 1296 1283 1593 1157 0 1593 1337 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 5 113 3 6
Link Speed (mph) 30 30 30 30
Link Distance (ft) 671 624 700 1338
Travel Time (s) 15.3 14.2 15.9 30.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 5% 2% 2% 6% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr) 0 0 0 0 0 0
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 34 102 16 49 151 136 28 515 21 79 480 32 Shared Lane Traffic (%)
Lane Group Flow (vph) 0 152 0 0 200 136 28 536 0 79 512 0 Turn Type Perm NA Perm NA Perm Prot NA Prot NA
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 8
Total Split (s) 26.0 26.0 26.0 26.0 26.0 9.0 62.0 12.0 65.0 Total Lost Time (s) 4.2 4.2 4.2 3.5 4.2 3.5 4.2
Act Effct Green (s) 18.7 18.7 18.7 5.4 63.3 7.9 67.4
Actuated g/C Ratio 0.19 0.19 0.19 0.05 0.63 0.08 0.67
v/c Ratio 0.67 0.83 0.41 0.33 0.73 0.63 0.57
Control Delay 51.1 65.8 13.3 58.1 26.1 55.3 8.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.1 65.8 13.3 58.1 26.1 55.3 8.6

LOS D E B E C E A
Approach Delay 51.1 44.6 27.7 14.9
Approach LOS D D C B
Queue Length 50th (ft) 86 121 12 17 336 51 70
Queue Length 95th (ft) 153 #220 63 m31 #490 #111 89
Internal Link Dist (ft) 591 544 620 1258
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
2: Main St & North St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 4
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 65 75 65
Base Capacity (vph) 263 282 368 89 733 135 902
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.58 0.71 0.37 0.31 0.73 0.59 0.57
Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 51 (51%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 28.7 Intersection LOS: C
Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Main St & North St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 5
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 94 249 70 53 181 71 47 351 16 65 382 75 Future Volume (vph) 94 249 70 53 181 71 47 351 16 65 382 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1622 1900 1900 1553 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 60 60 75 75 130 0 75 0
Storage Lanes 1 1 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.994 0.975
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1676 1425 1593 1676 1425 1593 1384 0 1593 1294 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1676 1425 1593 1676 1425 1593 1384 0 1593 1294 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 135 135 3 14
Link Speed (mph) 30 30 30 30
Link Distance (ft) 739 670 632 700
Travel Time (s) 16.8 15.2 14.4 15.9
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 5% 2% 2% 6% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 107 283 80 60 206 81 53 399 18 74 434 85 Shared Lane Traffic (%)
Lane Group Flow (vph) 107 283 80 60 206 81 53 417 0 74 519 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Total Split (s) 12.0 28.0 28.0 10.0 26.0 26.0 10.0 49.0 13.0 52.0 Total Lost Time (s) 3.5 4.2 4.2 3.5 4.2 4.2 3.5 4.2 3.5 4.2 Act Effct Green (s) 10.4 22.3 22.3 7.0 17.0 17.0 6.3 50.5 8.5 52.7 Actuated g/C Ratio 0.10 0.22 0.22 0.07 0.17 0.17 0.06 0.50 0.08 0.53 v/c Ratio 0.65 0.76 0.19 0.55 0.72 0.23 0.53 0.60 0.54 0.76 Control Delay 62.8 50.4 2.0 64.3 53.3 2.6 43.4 9.9 51.7 25.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.8 50.4 2.0 64.3 53.3 2.6 43.4 9.9 51.7 25.5

LOS E D A E D A D A D C
Approach Delay 45.0 43.4 13.6 28.7
Approach LOS D D B C
Queue Length 50th (ft) 65 170 0 37 125 0 31 57 39 309
Queue Length 95th (ft) #155 252 6 #91 188 8 m50 110 m77 #461 Internal Link Dist (ft) 659 590 552 620
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
3: Main St & Center St PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 6
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 60 60 75 75 130 75
Base Capacity (vph) 166 398 442 113 365 416 103 700 151 687 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.64 0.71 0.18 0.53 0.56 0.19 0.51 0.60 0.49 0.76 Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 96 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.76
Intersection Signal Delay: 31.7 Intersection LOS: C
Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 3: Main St & Center St
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 7
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 36 240 63 133 272 71 94 353 186 83 392 35 Future Volume (vph) 36 240 63 133 272 71 94 353 186 83 392 35 Ideal Flow (vphpl) 1900 1441 1900 1500 1554 1900 1900 1624 1441 1636 1666 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 50 50 55 55 160 0 110 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.850 0.850 0.850 0.988
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 1271 1425 1257 1371 1425 1593 1392 1081 1371 1402 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1593 1271 1425 1257 1371 1425 1593 1392 1081 1371 1402 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 89 89 190 5
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1750 1000 621 632
Travel Time (s) 39.8 22.7 14.1 14.4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 5% 2% 2% 6% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 37 245 64 136 278 72 96 360 190 85 400 36 Shared Lane Traffic (%)
Lane Group Flow (vph) 37 245 64 136 278 72 96 360 190 85 436 0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2
Total Split (s) 12.0 32.0 32.0 16.0 36.0 36.0 12.0 38.0 38.0 14.0 40.0 Total Lost Time (s) 3.5 4.1 4.1 3.5 4.1 4.1 3.5 4.2 4.2 3.5 4.2 Act Effct Green (s) 10.1 23.3 23.3 13.6 31.4 31.4 8.4 40.2 40.2 10.0 39.4 Actuated g/C Ratio 0.10 0.23 0.23 0.14 0.31 0.31 0.08 0.40 0.40 0.10 0.39 v/c Ratio 0.23 0.83 0.16 0.80 0.65 0.14 0.72 0.64 0.35 0.62 0.79 Control Delay 45.1 58.7 3.9 75.1 38.1 4.5 86.5 22.1 3.0 72.0 27.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 58.7 3.9 75.1 38.1 4.5 86.5 22.1 3.0 72.0 27.0

LOS D E A E D A F C A E C
Approach Delay 47.1 43.5 26.0 34.4
Approach LOS D D C C
Queue Length 50th (ft) 21 146 0 83 166 0 53 203 26 52 122 Queue Length 95th (ft) 55 #234 19 #197 243 23 #146 #189 8 m77 #424 Internal Link Dist (ft) 1670 920 541 552
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
4: Main St & W. Yosemite Ave PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 8
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 50 50 55 55 160 110
Base Capacity (vph) 164 354 461 173 459 537 135 560 548 143 555 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 0.23 0.69 0.14 0.79 0.61 0.13 0.71 0.64 0.35 0.59 0.79 Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 96 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 36.1 Intersection LOS: D
Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 4: Main St & W. Yosemite Ave
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: Main St & Moffat Blvd PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 1 0 253 0 122 0 470 169 102 494 1 Future Volume (vph) 2 1 0 253 0 122 0 470 169 102 494 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1791 1900 1900 1757 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 160 0 0 0 100 0
Storage Lanes 0 0 0 1 0 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor
Frt 0.850 0.960
Flt Protected 0.968 0.950 0.950
Satd. Flow (prot) 0 1623 0 0 1593 1425 0 2821 0 1593 2835 0 Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1676 0 0 1593 1425 0 2821 0 1593 2835 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 145 55
Link Speed (mph) 30 30 30 30
Link Distance (ft) 142 734 832 621
Travel Time (s) 3.2 16.7 18.9 14.1
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 5% 2% 2% 6% 2%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 2 1 0 301 0 145 0 560 201 121 588 1
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 3 0 0 301 145 0 761 0 121 589 0 Turn Type Perm NA Split NA Perm NA Prot NA
Protected Phases 7 8 8 2 1 6
Permitted Phases 7 8
Total Split (s) 15.0 15.0 31.0 31.0 31.0 39.0 15.0 54.0 Total Lost Time (s) 3.5 4.9 4.9 4.2 3.5 4.2
Act Effct Green (s) 6.0 23.2 23.2 50.6 11.5 65.6
Actuated g/C Ratio 0.06 0.23 0.23 0.51 0.12 0.66
v/c Ratio 0.03 0.82 0.33 0.52 0.66 0.32
Control Delay 44.3 53.6 6.8 18.8 47.1 5.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.3 53.6 6.8 18.8 47.1 5.7

LOS D D A B D A
Approach Delay 44.3 38.4 18.8 12.8
Approach LOS D D B B
Queue Length 50th (ft) 2 182 0 144 69 31
Queue Length 95th (ft) 10 233 36 252 m95 111
Internal Link Dist (ft) 62 654 752 541
ATTACHMENT 1
Lanes, Volumes, Timings Coordinated Conditions
5: Main St & Moffat Blvd PM
Manteca Main St Traffic Signal Project Synchro 10 Report GHD Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Turn Bay Length (ft) 100
Base Capacity (vph) 192 431 491 1455 183 1860
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.02 0.70 0.30 0.52 0.66 0.32
Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 89 (89%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 21.2 Intersection LOS: C
Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 5: Main St & Moffat Blvd
ATTACHMENT 1