Sunnyvale City Council
November 28, 2023

1154 and 1170 Sonora Court
Mixed-Use Development
Final Local Transportation Analysis
Prepared for:

City of Sunnyvale
September 5, 2023
Hexagon Transportation Consultants, Inc.

Hexagon Office: 100 Century Center Court, Suite 501
San Jose, CA 95112
Hexagon Job Number: 23OZ05
Phone: 408.971.6100
Client Name: Lillian Tsang
Attachment 18

1154 and 1170 Sonora Court Final LTA September 5, 2023

Table of Contents
Executive Summary ................................ ................................ ................................ ................................ i

1. Introduction ................................ ................................ ................................ ................................ ... 1

2. Existing Conditions ................................ ................................ ................................ ...................... 13

3. Background Conditions ................................ ................................ ................................ ............... 24

4. Project Conditions ................................ ................................ ................................ ....................... 27

5. Other Transportation Issues ................................ ................................ ................................ ........ 38

6. Conclusions ................................ ................................ ................................ ................................ . 50 Appendices
Appendix A Traffic Counts
Appendix B Volume Summary
Appendix C Level of Service Calculations
Appendix D Signal Warrants
List of Tables
Table ES- 1 1154 Sonora Court Trip Generation Summary ................................ ............................. ii Table ES- 2 1170 Sonora Court Trip Generation Summary ................................ ............................. iii Table ES- 3 Intersection Level of Service Summary ................................ ................................ ........ v

Table 1 Signalized Intersection Level of Service Definitions Based on Control Delay ....................... 7 Table 2 Unsignalized Intersection Level of Service Based on Delay................................ ................. 8 Table 3 Freeway Segment Level of Service Definition ................................ ................................ ..... 9 Table 4 Existing Level of Service Summary ................................ ................................ ................... 21 Table 5 Existing Freeway Level of Service Summary ................................ ................................ ..... 22 Table 6 Existing Freeway Ramp Capacity Analysis ................................ ................................ ........ 23 Table 7 Background Level of Service Summary ................................ ................................ ............. 26 Table 8 1154 Sonora Court Trip Generation Summary ................................ ................................ .. 28 Table 9 1170 Sonora Court Trip Generation Summary................................ ................................ ... 29 Table 10 Background Plus Project Level of Service Summary ................................ ........................ 35 Table 11 Project Conditions Freeway Analysis Summary................................ ................................ 37 Table 12 Project Conditions Freeway Ramp Analysis ................................ ................................ ..... 37 Table 13 AM Queuing Analysis Summary ................................ ................................ ....................... 40 Table 14 PM Queuing Analysis Summary ................................ ................................ ....................... 41 Table 15 Transit Travel Time Delay Analysis ................................ ................................ ................... 43 Table 16 Queuing Analysis – Project Driveways ................................ ................................ .............. 45 Table 17 1154 Sonora Court Bicycle Parking Requirements ................................ ............................ 48 Table 18 1170 Sonora Court Bicycle Parking Requirements ................................ ............................ 49 List of Figures
Figure 1 Site Location and Study Intersections ................................ ................................ .................. 2 Figure 2 Site Plans ................................ ................................ ................................ ............................ 3 Figure 3 Existing Transit Services ................................ ................................ ................................ ... 15 Figure 4 Existing Bicycle Facilities ................................ ................................ ................................ ... 17 Figure 5 Existing Lane Configurations ................................ ................................ ............................. 19 Attachment 18

1154 and 1170 Sonora Court Final LTA September 5, 2023

Figure 6 Existing Traffic Volumes ................................ ................................ ................................ .... 20 Figure 7 Background Traffic Volumes ................................ ................................ ............................. 25 Figure 8 Project Trip Distribution – Residential Use ................................ ................................ ......... 30 Figure 9 Project Trip Distribution – Office Use ................................ ................................ ................. 31 Figure 10 Net Project Trip Assignment ................................ ................................ .............................. 32 Figure 11 Background Plus Project Traffic Volumes ................................ ................................ ......... 33 Attachment 18

1154 and 1170 Sonora Court Final LTA September 5, 2023

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Executive Summary
This report presents the results of the local transportation analysis (LTA) conducted for the proposed 1154 and 1170 Sonora Court project in Sunnyvale, California. The project would build two residential and office mixed-use developments within the Lawrence Station Area Plan (LSAP) area on the south side of Sonora Court. For the 1154 Sonora Court site, the 1.887-acre site is currently developed with an office building with 33,362 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 142,270 square feet of office space on the first three levels and 174 apartment units on the fourth to seventh levels with two levels of underground parking. For the 1170 Sonora Court site, the 1.088-acre site is currently developed with an office building with 14,902 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 79,211 square feet of office space on the first three levels and 106 apartment units on the fourth to seventh levels with two levels of underground parking. Vehicle access to both sites would be via driveways on Sonora Court.

This study was conducted for the purpose of identifying the potential near-term adverse traffic effects related to the proposed development. The project is consistent with the Lawrence Station Area Plan (LSAP) Update, and the potential long-term adverse traffic effects are presented in the traffic study conducted for the LSAP-Update.

Project Trip Generation
Through empirical research, data has been collected to quantify the amount of traffic produced by many types of land uses. This research is compiled in the Trip Generation Manual, 11th Edition (2021) published by the Institute of Transportation Engineers (ITE). The magnitude of traffic added to the roadway system by a particular development is estimated by multiplying the applicable trip generation rates by the size of the development. Trip generation rates for the proposed residential portion of the buildings are based on the average rates published for “Multifamily Housing (Mid-Rise)” (Land Use Code 221). Trip generation rates for the proposed office portion of the buildings are based on the average rates published for “General Office Building” (Land Use Code 710).

Trip Reductions
The VTA’s Congestion Management Program Transportation Impact Analysis Guidelines (October 2014) indicates that a 3% trip reduction can be applied to the smaller trip generator of mixed-used development projects with housing and employment. The guidelines also indicate that a trip reduction of 9% for housing and 6% for employment can be applied for projects located within a 2,000-foot walk of a Caltrain station.

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1154 and 1170 Sonora Court Final LTA September 5, 2023

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In addition, the proposed project would receive trip credits for the trips generated by the existing on-site uses. Trip generation rates for the existing office buildings are based on the average rates published for “General Office Building” (Land Use Code 710).

Net Project Trips
After applying the ITE trip generation rates and the applicable trip reductions, the proposed project is estimated to generate a net increase of 209 vehicle trips during the AM peak hour (149 inbound and 60 outbound) and 206 vehicle trips during the PM peak hour (61 inbound and 145 outbound) at the 1154 Sonora Court site. At the 1170 Sonora Court site, the proposed project is estimated to generate a net increase of 125 vehicle trips during the AM peak hour (88 inbound and 37 outbound) and 122 vehicle trips during the PM peak hour (36 inbound and 86 outbound).

The trip generation for the proposed project is summarized in Tables ES-1 and ES-2.

Table ES- 1
1154 Sonora Court Trip Generation Summary

Land Use Trips In Out In Out Total In Out In Out Total
Proposed Use
Multifamily Housing1 174 du 4.54 790 0.37 23% 77% 15 49 64 0.39 61% 39% 41 27 68 - Residential/Office Internal Capture (3%)3 -24 0 -2 -2 -1 -1 -2 - Transit Reduction (9%)4 -69 -1 -5 -6 -4 -2 -6
Sub-Total Residential 697 14 42 56 36 24 60
Office2 142.270 ksf 10.84 1,542 1.52 88% 12% 190 26 216 1.44 17% 83% 35 170 205 - Office/Residential Internal Capture (3%)3 -24 -2 0 -2 -1 -1 -2 - Transit Reduction (6%)4 -91 -11 -2 -13 -2 -10 -12
Sub-Total Office 1,427 177 24 201 32 159 191
Gross Proposed Trips 2,124 191 66 257 68 183 251
Existing Use
Office2 33.362 ksf 10.84 362 1.52 88% 12% 45 6 51 1.44 17% 83% 8 40 48 - Transit Reduction (6%)4 -22 -3 0 -3 -1 -2 -3
Gross Existing Trips 340 42 6 48 7 38 45
Net Project Trips 1,784 149 60 209 61 145 206
Source: ITE Trip Generation Manual, 11th Edition, 2021. VTA Transportation Impact Analysis (TIA) Guidelines, 2014.

1. Multifamily Housing (Mid-Rise) (ITE Land Use 221): average trip rates in trips per dwelling unit are used.

2. General Office Building (Land Use 710): average trip rates (in trips per 1,000 s.f.) are used.

3. Residential/office internal trip reduction was applied to the project per VTA TIA Guidelines.

4. Per VTA TIA Guidelines, a transit trip reduction is applied to the project that is within 2,000 feet of a Caltrain station.

Size
Daily AM Peak Hour PM Peak Hour
Trip
Rate
Trip
Rate
Splits Trips Trip
Rate
Splits Trips
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1154 and 1170 Sonora Court Final LTA September 5, 2023

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Table ES- 2
1170 Sonora Court Trip Generation Summary

Intersection Level of Service Results
The intersection level of service analysis (see Table ES-3) showed that based on City of Sunnyvale and CMP intersection impact criteria, the project would generate adverse intersection effects at two signalized intersections during one peak period.

Potential Improvements Strategies for Adverse Intersection Effects Improvement options were studied for the two affected signalized intersections. An adverse intersection effect can be satisfactorily addressed by implementing measures that would restore intersection conditions to the LOS standard or to an average delay equal to without-project conditions or better.

Lawrence Expressway & Kifer Road (#3)
Under background conditions, the LOS would be an unacceptable LOS F during the PM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet the City of Sunnyvale’s adverse intersection effect criteria.

Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Land Use Trips In Out In Out Total In Out In Out Total
Proposed Use
Multifamily Housing1 106 du 4.54 481 0.37 23% 77% 9 30 39 0.39 61% 39% 25 16 41 - Residential/Office Internal Capture (3%)3 -14 0 -1 -1 -1 0 -1 - Transit Reduction (9%)4 -42 -1 -2 -3 -2 -2 -4
Sub-Total Residential 425 8 27 35 22 14 36
Office2 79.211 ksf 10.84 859 1.52 88% 12% 106 14 120 1.44 17% 83% 19 95 114 - Office/Residential Internal Capture (3%)3 -14 -1 0 -1 0 -1 -1 - Transit Reduction (6%)4 -51 -6 -1 -7 -1 -6 -7
Sub-Total Office 794 99 13 112 18 88 106
Gross Proposed Trips 1,219 107 40 147 40 102 142
Existing Use
Office2 14.902 ksf 10.84 162 1.52 88% 12% 20 3 23 1.44 17% 83% 4 17 21 - Transit Reduction (6%)4 -10 -1 0 -1 0 -1 -1
Gross Existing Trips 152 19 3 22 4 16 20
Net Project Trips 1,067 88 37 125 36 86 122
Source: ITE Trip Generation Manual, 11th Edition, 2021. VTA Transportation Impact Analysis (TIA) Guidelines, 2014.

1. Multifamily Housing (Mid-Rise) (ITE Land Use 221): average trip rates in trips per dwelling unit are used.

2. General Office Building (Land Use 710): average trip rates (in trips per 1,000 s.f.) are used.

3. Residential/office internal trip reduction was applied to the project per VTA TIA Guidelines.

4. Per VTA TIA Guidelines, a transit trip reduction is applied to the project that is within 2,000 feet of a Caltrain station.

Size
Daily AM Peak Hour PM Peak Hour
Trip
Rate
Trip
Rate
Splits Trips Trip
Rate
Splits Trips
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1154 and 1170 Sonora Court Final LTA September 5, 2023

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Lawrence Expressway & Reed Avenue/Monroe Street (#4) [CMP] Under background conditions, the LOS would be an unacceptable LOS F during the AM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet VTA’s CMP adverse intersection effect criteria.

Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Freeway Analysis
The results of the freeway analysis show that both study freeway segments on US 101 are operating at LOS F in the northbound direction in the morning and LOS F in the southbound direction in the evening.

However, the results show that the project would not have an adverse effect on any freeway segments.

Freeway Ramp Analysis
The results of the ramp analysis show that the study freeway ramps currently have sufficient capacity to service the existing traffic volumes and the ramps would continue to have sufficient capacity to serve the project traffic volumes under project conditions.

Other Transportation Issues
Hexagon conducted a site plan review, queuing analysis, pedestrian, bicycle and transit facility analysis and parking analysis for the proposed project. Our recommendation is listed below.

Recommendation
• Red curbs should be painted for 25 feet on both sides of the project driveways to ensure adequate sight distance.
• Prior to final design, the project should provide the number of bicycle parking spaces required by the LSAP.

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Table ES- 3
Intersection Level of Service Summary
Avg. Avg. Avg. In Crit. Incr.

Peak Count LOS Delay Delay Delay Delay In Crit.
# Intersection Control 1 Hour Date Std. (sec) LOS (sec) LOS (sec) LOS (sec) V/C 1 Signal AM 02/05/20 E 38.5 D+ 48.8 D 48.6 D -0.1 0.006 PM 02/05/20 48.3 D 50.5 D 50.8 D 0.6 0.008
2 Signal AM 02/06/20 E 55.3 E+ 59.0 E+ 58.7 E+ -1.4 0.015 PM 11/13/18 71.6 E 77.0 E- 77.8 E- 1.8 0.006
3 Signal AM 03/07/18 E 54.4 D- 71.1 E 74.1 E 4.4 0.042
PM 03/07/18 101.6 F >120 F >120 F 43.5 0.067
4 Signal AM 03/07/18 E 114.8 F >120 F >120 F 5.2 0.010
PM 11/13/18 61.8 E 64.8 E 64.7 E 0.1 0.005
5 Signal AM 11/14/17 E 34.5 C- 37.7 D+ 38.2 D+ 0.7 0.014 PM 11/15/18 28.8 C 31.7 C 32.5 C- 1.1 0.017
6 Signal AM 02/06/20 E 49.7 D 62.9 E 64.3 E 2.1 0.012
PM 11/13/18 46.9 D 58.0 E+ 58.2 E+ 0.0 0.000
7 Signal AM 11/15/17 E 46.6 D 48.3 D 48.3 D 0.1 0.005
PM 11/13/18 53.8 D- 56.0 E+ 56.1 E+ 0.2 0.004
8 SSSC AM 04/25/23 D 9.5 A 9.6 A 13.2 B - -
PM 04/25/23 11.3 B 11.9 B 20.2 C - -
9 SSSC AM - D - - - - 8.8 A - -
PM - - - - - 9.4 A - -
10 SSSC AM - D - - - - 9.0 A - -
PM - - - - - 10.1 B - -
Notes:
* = CMP, ◊ = Caltrans, County = County of Santa Clara
SSSC = Side-Street Stop-Controlled
">120" indicates this intersection experiences lengthy delay that is beyond the reasonable calculation range of the HCM 2000 methodology.

BOLD indicates an unacceptable level of service
BOLD and boxed indicates an adverse intersection effect Background + Project Conditions
Background
ConditionsExisting Conditions
Lawrence Expressway & Duane Avenue/Oakmead
Parkway (County)
Lawrence Expressway & Arques Avenue (County*)
Lawrence Expressway & Reed Avenue/Monroe Street
(County*)
Lawrence Expressway Ramps & El Camino Real (◊*)
Bowers Avenue & Central Expressway (County*)
1154 Sonora Court Driveway & Sonora Court
Lawrence Expressway & Kifer Road (County)
Oakmead Parkway/Corvin Drive & Central
Expressway (County*)
1 Delay, LOS and volume-to-capacity ratio reported for side-street stop-controlled intersections represent the movement with the worst delay.

San Zeno Way & Sonora Court
1170 Sonora Court Driveway & Sonora Court
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1154 and 1170 Sonora Court Final LTA September 5, 2023

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1. Introduction
This report presents the results of the local transportation analysis (LTA) conducted for the proposed 1154 and 1170 Sonora Court project in Sunnyvale, California. The project would build two residential and office mixed-use developments within the Lawrence Station Area Plan (LSAP) area on the south side of Sonora Court (see Figure 1). For the 1154 Sonora Court site, the 1.887-acre site is currently developed with an office building with 33,362 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 142,270 square feet of office space on the first three levels and 174 apartment units on the fourth to seventh levels with two levels of underground parking. For the 1170 Sonora Court site, the 1.088-acre site is currently developed with an office building with 14,902 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 79,211 square feet of office space on the first three levels and 106 apartment units on the fourth to seventh levels with two levels of underground parking. Vehicle access to both sites would be via driveways on Sonora Court (see Figure 2).

Scope of Study
This study was conducted for the purpose of satisfying the requirements of the City of Sunnyvale and the Congestion Management Program (CMP) of the Santa Clara Valley Transportation Authority (VTA).

The LTA identifies the transportation operational effects of the proposed development on the key intersections, freeway ramps, and freeway segments in the vicinity of the site during the weekday AM and PM peak hours. The LTA also includes an evaluation of the project’s on-site access and circulation, pedestrian and bicycle operations, transit service, and parking.

Since the project is estimated to generate more than 100 peak hour trips, the potential impacts of the project were evaluated in accordance with the standards set forth by the City of Sunnyvale and the Santa Clara Valley Transportation Authority (VTA) Congestion Management Program (CMP). The traffic study includes an analysis of AM and PM peak hour traffic conditions for 10 intersections in the vicinity of the project site. Five of the study intersections are CMP intersections. Three of the study intersections are unsignalized intersections under existing conditions. The study intersections were selected to include locations where the proposed project is expected to generate 10 or more peak-hour trips per lane.

The Santa Clara County VTA CMP guidelines require that the CMP freeway segments be evaluated to determine the effect of added traffic for projects that generate trips equal to or greater than one percent of the freeway segment’s capacity. The proposed project is expected to generate added traffic volume on two freeway segments along US 101. The LTA also includes a capacity analysis for four freeway ramps.

Attachment 18

1154 and 1170 Sonora Court LTA
Figure 1
Site Location and Study Intersections
= Site Location
LEGEND
X = Study Intersection
LawrenceLawrence
CaltrainCaltrain
StationStation
Lawrence
Caltrain
Station
CorvinCorvin
DrDr
Corvin
Dr
3 2
6 7
1 89 10
4 5
Sonora CtSonora CtSonora Ct
San San ZenoZenoWyWySan ZenoWy
Central Expy
Lawrence Expy
Kifer Rd
Bowers Ave
Tasman Dr
Monroe St
El Camino Real
San Tomas Expy
Cabrillo Av
e
Scott Blvd
E Arques Ave
S Wolfe Rd
E Evelyn Ave
Borregas Ave
N Fair Oaks Ave
N Mathilda Ave
E Duane Ave
Great AmericaGreat America
PkwyPkwy
Iris Ave
Walsh Ave
Reed Ave
Stewart Dr
Benton St
Lakehaven Dr
Agate Dr
OakmeadOakmead
PkwyPkwy
S Fair Oaks Ave
Mission CollegeMission College
BlvdBlvdE Maude Ave
Arques Ave
W Fremont Ave
S Sunnyvale Ave
Nobili A
ve
TimberpineTimberpine
AveAve
Great America
Pkwy
Oakmead
Pkwy
Mission College
Blvd
Timberpine
Ave
El Camino Real
101
Santa
Clara
Sunnyvale
Attachment 18

Figure 2A
Site Plan for 1154 Sonora Court
1154 and 1170 Sonora Court LTA
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1154 and 1170 Sonora Court LTA
Figure 2B
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Attachment 18

1154 and 1170 Sonora Court Final LTA September 5, 2023

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The study intersections, freeway segments, and freeway ramps are listed below.

Study Intersections

1. Lawrence Expressway & Duane Avenue/Oakmead Parkway

2. Lawrence Expressway & Arques Avenue (CMP)

3. Lawrence Expressway & Kifer Road

4. Lawrence Expressway & Reed Avenue/Monroe Street (CMP)

5. Lawrence Expressway & El Camino Real Ramps (CMP)

6. Oakmead Parkway & Central Expressway (CMP)

7. Bowers Avenue & Central Expressway (CMP)

8. San Zeno Way & Sonora Court (unsignalized)

9. 1154 Sonora Court Driveway & Sonora Court (unsignalized)

10. 1170 Sonora Court Driveway & Sonora Court (unsignalized) Study Freeway Segments
US 101

1. Between Fair Oaks Avenue and Lawrence Expressway

2. Between Lawrence Expressway and Bowers Avenue/Great America Parkway Study Freeway Ramps
US 101 and Lawrence Expressway Interchange

1. Northbound Off-Ramp to Lawrence Expressway

2. Southbound On-Ramp from Northbound Lawrence Expressway

3. Northbound On-Ramp from Northbound Lawrence Expressway

4. Southbound Off-Ramp to Lawrence Expressway
Traffic conditions at the study intersections were analyzed for both the weekday AM and PM peak hours of adjacent street traffic. The AM peak hour is expected to occur between 7:00 AM and 10:00 AM, and the PM peak hour is expected to occur between 4:00 PM and 7:00 PM on a regular weekday.

These are the peak commute hours during which most traffic congestion occurs on the roadways.

Traffic conditions were evaluated for the scenarios described below.

Scenario 1: Existing Conditions. Existing traffic volumes at study intersections were obtained from previous studies, peak hour traffic counts collected in 2023, and the 2018 CMP TRAFFIX database. Existing traffic count data are provided in Appendix A.

Scenario 2: Background Conditions. Background conditions were estimated by adding to existing traffic volumes the project traffic from approved but not yet completed and occupied developments in the study area. Approved projects and approved project trip information were obtained from the City of Sunnyvale and the City of Santa Clara. In addition, roadway improvements associated with the approved developments were assumed as directed by City Staff.

Scenario 3: Background Plus Project Conditions. Background traffic volumes with the project were estimated by adding to background traffic volumes the additional traffic generated by the project. Background plus project conditions were evaluated relative to background conditions in order to determine potential project impacts.

According to VTA’s CMP TIA guidelines, a scenario analyzing project impacts under cumulative conditions is also required. Because the project is consistent with the Lawrence Station Area Plan Attachment 18

1154 and 1170 Sonora Court Final LTA September 5, 2023

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(LSAP) Update, adopted in 2021, the cumulative project impacts are included in the Lawrence Station Area Plan Update Transportation Impact Analysis.

Methodology
This section presents the methods used to determine the traffic conditions for each scenario described above. It includes descriptions of the data requirements, the analysis methodologies, and the applicable level of service standards.

Data Requirements
The data required for the analysis were obtained from the City of Sunnyvale, the City of Santa Clara, the VTA CMP TRAFFIX database, county records for freeways and expressways, Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition (2021), and previous traffic studies. The following data were collected from these sources:
• Existing traffic volumes
• Existing lane configurations
• Signal timing and phasing
• Applicable trip generation rates
• Approved projects information
Level of Service Standards and Analysis Methodologies
Traffic conditions at the study intersections were evaluated using level of service (LOS). Level of Service is a qualitative description of operating conditions ranging from LOS A, or free-flow conditions with little or no delay, to LOS F, or jammed conditions with excessive delays. The level of service analysis was supplemented with a queuing analysis for selected movements at the study intersections and an analysis of freeway segments and freeway ramps in the study area. In addition, the unsignalized intersections were evaluated to determine if the intersections would meet the peak hour signal warrant. The various analysis methods are described in further detail below.

Signalized Study Intersections
The City of Sunnyvale and County of Santa Clara use the Highway Capacity Manual (HCM) 2000 operations method for level of service analysis at signalized intersections. This methodology is applied using the TRAFFIX software. The HCM 2000 operations method evaluates signalized intersection operations on the basis of average control delay time for all vehicles at the intersection. Since TRAFFIX is also the CMP-designated traffic impact analysis tool, the City of Sunnyvale employs the CMP default values for the analysis parameters within the software.

The City of Sunnyvale level of service standards for signalized intersections are LOS D or better. Within the City of Sunnyvale, intersections on roadways considered to be “regionally significant” have a standard of LOS E. In the study area, signalized intersections within Sunnyvale along Central Expressway and Lawrence Expressway are considered regionally significant. The correlation between average control delay and level of service is shown in Table 1.

CMP Intersections
The designated level of service analysis methodology for the CMP is also the HCM 2000 operations method for signalized intersections, using TRAFFIX. The CMP level of service standard for signalized intersections under the jurisdictions of the City of Sunnyvale and Caltrans is LOS E or better.

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Table 1
Signalized Intersection Level of Service Definitions Based on Control Delay

Unsignalized Study Intersections
The level of service for the unsignalized intersections was evaluated using the HCM 2000 methodology.

Level of service for unsignalized (stop-controlled and yield controlled) intersections is evaluated based on the delay experienced by vehicles on the controlled approaches. For side-street stop-controlled intersections, operations are defined by the delay experienced by the worst movement. The City of Sunnyvale General Plan level of service standard for unsignalized intersections is LOS D or better.

The correlation between delay and level of service for unsignalized intersections is shown in Table 2.

Description Average Control Delay
Per Vehicle (sec/veh)
A
Signal progression is extremely favorable. Most vehicles arrive during the green phase and do not stop at all. Short cycle lengths may also contribute to the very low vehicle delay.

10.0 or less
B+ 10.1 to 12.0
B 12.1 to 18.0
B- 18.1 to 20.0
C+ 20.1 to 23.0
C 23.1 to 32.0
C- 32.1 to 35.0
D+ 35.1 to 39.0
D 39.1 to 51.0
D- 51.1 to 55.0
E+ 55.1 to 60.0
E 60.1 to 75.0
E- 75.1 to 80.0
greater than 80.0
Level of
Service
Operations characterized by good signal progression and/or short cycle lengths. More vehicles stop than with LOS A, causing higher levels of average vehicle delay.

Higher delays may result from fair signal progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant, though may still pass through the intersection without stopping.

The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable signal progression, long cycle lengths, or high volume-to-capacity (V/C) ratios. Many vehicles stop and individual cycle failures are noticeable.

This is considered to be the limit of acceptable delay. These high delay values generally indicate poor signal progression, long cycle lengths, and high volume-to-capacity (V/C) ratios. Individual cycle failures occur F
This level of delay is considered unacceptable by most drivers. This condition often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes of such delay levels.

Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000) p10-16.

VTA Traffic Level of Service Analysis Guidelines (June 2003), Table 2.

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Table 2
Unsignalized Intersection Level of Service Based on Delay

Traffic Signal Warrant Analysis
An assessment of the need for signalization was conducted for unsignalized study intersections. For this study, the need for signalization was assessed on the basis of the peak hour volume signal warrant (Warrant #3) described in the 2014 California Manual on Uniform Traffic Control Devices (CA MUTCD).

This method provides an indication of whether traffic conditions and peak-hour traffic levels are, or would be, sufficient to justify the installation of a traffic signal. It should be noted that it is just one of the factors/warrants used to indicate whether installation of a traffic control signal is justified.

Freeway Segments
Within Santa Clara County, freeway segments are analyzed as prescribed in the Santa Clara County CMP technical guidelines. The level of service for freeway segments is estimated based on vehicle density. Density is calculated by the following formula:

D = V / (N*S)
Where:

D = density, in vehicles per mile per lane (vpmpl)
V = peak hour volume, in vehicle per hour (vph)
N = number of travel lanes
S = average travel speed, in miles per hour (mph)
The vehicle density on a segment is correlated to level of service as shown in Table 3. The CMP requires that mixed-flow lanes and auxiliary lanes be analyzed separately from high-occupancy vehicle (HOV) lanes (otherwise known as carpool lanes). The CMP specifies that a capacity of 2,300 vehicles per hour per lane (vphpl) be used for segments three lanes or wider in one direction, and a capacity of 2,200 vphpl be used for segments two lanes wide in one direction. HOV lanes are specified as having a capacity of 1,650 vphpl. The CMP defines an acceptable level of service for freeway segments as LOS E or better.

A Little or no traffic delay 10.0 or less
B Short traffic delays 10.1 to 15.0
C Average traffic delays 15.1 to 25.0
D Long traffic delays 25.1 to 35.0
E Very long traffic delays 35.1 to 50.0
F Extreme traffic delays greater than 50.0
Level of Service Description Average Delay Per Vehicle (sec.) Source: Transportation Research Board, 2000 Highway Capacity Manual (Washington, D.C., 2000) p17-2.

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Table 3
Freeway Segment Level of Service Definition

Freeway Ramps
A freeway ramp analysis was performed in order to verify that the freeway ramps would have sufficient capacity to serve the expected traffic volumes with and without the project. This analysis consisted of a volume-to-capacity ratio evaluation of the freeway ramps at the study interchanges. The ramp capacities were obtained from the Highway Capacity Manual 2000, and considered the free-flow speed, number of lanes on the ramp, and ramp metering.

Vehicle Queuing
For selected high-demand movements at the study intersections, the estimated maximum vehicle queues were compared to the existing or planned storage capacity. The queuing analysis is presented for informational purposes only. The City of Sunnyvale does not have impact criteria for intersection queuing. However, in the City of Sunnyvale, a project is said to create an operational deficiency if the background plus project conditions increases the 95th percentile queue by one vehicle for a movement that is already over capacity compared to the background conditions.

Vehicle queues were calculated using a Poisson probability distribution, which estimates the probability of “n” vehicles for a vehicle movement using the following formula:

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P (x = n) = n e – ()
n!
Where:

P (x = n) = probability of “n” vehicles in queue per lane n = number of vehicles in the queue per lane
 = Average number of vehicles in the queue per lane (vehicles per hour per lane/signal cycles per hour)
The basis of the analysis is as follows: (1) the Poisson probability distribution is used to estimate the 95th percentile maximum number of queued vehicles per signal cycle for a particular movement; (2) the estimated maximum number of vehicles in the queue is translated into a queue length, assuming 25 feet per vehicle; and (3) the estimated maximum queue length is compared to the existing or planned available storage capacity for the movement.

For signalized intersections, the 95th percentile queue length value indicates that during the peak hour, a queue of this length or less would occur on 95 percent of the signal cycles. Or, a queue length larger than the 95th percentile queue would only occur on 5 percent of the signal cycles (about 3 cycles during the peak hour for a signal with a 60-second cycle length). Therefore, left-turn pocket storage designs based on the 95th percentile queue length would ensure that storage space would be exceeded only 5 percent of the time for a signalized movement. The 95th percentile queue length is also known as the “design queue length.”
Adverse Effect Criteria
Criteria are used to establish what constitutes an adverse effect on the transportation system. For this analysis, the criteria used to determine adverse effects on signalized and unsignalized intersections as well as freeway facilities are based on the City of Sunnyvale and VTA’s CMP level of service standards.

The effects of the project on other transportation facilities, such as bicycle facilities and transit service, were determined on the basis of engineering judgment.

Definition of Adverse Effects at Signalized Intersections The project is said to create an adverse effect on traffic conditions at a signalized intersection in the City of Sunnyvale if for the study peak hour:

1. The level of service at the intersection drops below its respective level of service standard when project traffic is added; or

2. An intersection that operates below its level of service standard under no project conditions experiences an increase in critical-movement delay of four (4) or more seconds, and the critical volume-to-capacity ratio (v/c) is increased by 0.01 or more when project traffic is added.

The exception to this threshold is when the addition of project traffic reduces the amount of average control delay for critical movements, i.e., the change in average control delay for critical movements is negative. In this case, the threshold is when the project increases the critical V/C value by 0.01 or more.

An adverse effect by the City of Sunnyvale and CMP standards is said to be satisfactorily addressed when measures are implemented that would restore intersection conditions to its LOS standard or to an average delay equal to without-project conditions or better.

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Definition of Adverse Effects at Unsignalized Intersections Level of service analysis at unsignalized intersections is generally used to determine the need for modification in type of intersection control (i.e. all-way stop or signalization). As part of this evaluation, traffic volumes, delays, and traffic signal warrants are evaluated to determine if the existing intersection control is appropriate.

Per City of Sunnyvale guidelines, for determining the level of service for unsignalized intersections, the average intersection delay is used for all-way stop controlled intersections, and the worst movement delay is used for side-street stop-controlled intersections. Project impacts at the City’s unsignalized intersections would be considered an adverse intersection operation effect if Criteria 1 or 2 are met in conjunction with Criteria 3:

1. If an unsignalized intersection operates at an acceptable LOS (i.e. D or better) without the project and degrades to an unacceptable LOS (i.e. LOS E or F) with the addition of project traffic.

2. If an unsignalized intersection operates at an unacceptable LOS (i.e. LOS E or F) without the project and the addition of project traffic increases:
a. The average intersection delay by four (4) seconds or more, and the volume-to-capacity value by 0.01 or more for all-way stop controlled intersections; or

b. The worst movement delay by four (4) seconds or more, and the volume-to-capacity value by 0.01 or more for side-street stop controlled.

3. Intersection meets the warrant(s) for installation of a traffic signal as per the latest edition of California Manual on Uniform Traffic Control Devices.

Definition of Adverse Freeway Effects
For this analysis, the criteria used to determine adverse effects on freeway segments are based on CMP standards. Per CMP requirements, adverse freeway effects are measured relative to existing conditions (i.e. there is no evaluation of freeways under background conditions). The project is said to create an adverse effect on traffic conditions on a freeway segment if for either peak hour:

1. The level of service of the freeway segment drops below the LOS E standard when project traffic is added; or

2. The level of service of the freeway segment is LOS F under existing conditions and the number of new trips added by the project is more than one percent of the freeway capacity.

Definition of Adverse Freeway Ramp Effects
A freeway ramp analysis was performed in order to verify that the freeway ramps would have sufficient capacity to serve the expected traffic volumes with and without the project. For the purpose of this study, the project is said to create an adverse effect on a freeway ramp if its implementation:

1. Causes the volume-to-capacity (v/c) ratio of the freeway ramp to exceed 1.0; or

2. Increases the amount of traffic on a freeway ramp that is already exceeding its capacity by more than one percent (1%) of the ramp’s capacity.

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Report Organization
The remainder of this report is divided into six chapters. Chapter 2 describes the existing roadway network, transit services, and pedestrian and bicycle facilities. Chapter 3 presents the traffic conditions in the study area under background conditions. Chapter 4 describes the methods used to estimate the project traffic on the roadway network and presents the intersection operations under background plus project conditions. Also included in Chapter 4 are the freeway segment and freeway ramp analyses.

Chapter 5 provides an evaluation of other transportation related issues for the proposed project, such as vehicle queuing, potential project impacts on transit, pedestrian, and bicycle facilities, site access and circulation, and parking. Chapter 6 presents the traffic study conclusions, including a summary of any recommended improvement measures.

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2. Existing Conditions
This chapter describes the existing conditions for transportation facilities in the vicinity of the site, including the roadway network, transit service, and bicycle and pedestrian facilities.

Existing Roadway Network
Regional access to the study area is provided by US 101.

US 101 is an eight-lane freeway (three mixed-flow lanes and one HOV lane in each direction) in the vicinity of the site. US 101 extends northward through San Francisco and southward through Gilroy.

Access to and from the project area is provided via full interchanges at Lawrence Expressway.

Major roadways within or near the project area include: Lawrence Expressway, Central Expressway, Kifer Road, Reed Avenue/Monroe Street, San Zeno Way/Lawrence Station Road, and Sonora Court.

These roads are described below.

Lawrence Expressway is a north-south, eight-lane expressway with a raised median and a posted speed limit of 50 miles per hour (mph) in the project vicinity. It begins at Saratoga Avenue in the south, crosses through Sunnyvale, extends northward and transitions into Caribbean Drive. Lawrence Expressway connects with US 101 via a full-access freeway interchange. Lawrence Expressway includes sidewalks along both sides on most segments and crosswalks at signalized intersections.

There are no bike lanes on Lawrence Expressway, but bikes are allowed to ride on the shoulders. On- street parking is not permitted on this roadway. Lawrence Expressway provides regional access to the project site via its interchanges with US 101 and Central Expressway, and the at-grade intersection at Kifer Road.

Central Expressway is an east-west, four-lane to six-lane expressway. It begins at Trimble Road in the east, crosses Sunnyvale, extends westward and transitions into Alma Street. In the study area, Central Expressway has two eastbound lanes and two westbound lanes and a posted speed limit of 50 mph.

On-street parking is prohibited on Central Expressway and no sidewalks are provided. There are no bike lanes along Central Expressway, but bikes are allowed to ride on the shoulders. Central Expressway connects to Commercial Street, Lawrence Expressway, and Oakmead Parkway/Corvin Drive in the project vicinity.

Kifer Road is an east-west, four-lane roadway within the project vicinity with a posted speed limit of 40 mph. Kifer Road begins west at Fair Oaks Avenue and extends east towards Bowers Avenue, where it transitions into Walsh Avenue. Kifer Road has a center two-way left-turn median along the entirety of the roadway. On-street parking is prohibited on both sides of Kifer Road within the project vicinity. In the study area, Kifer Road includes sidewalks along most segments of the roadway and crosswalks at Attachment 18

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the nearby signalized intersections. Bike lanes or bike routes are provided on both sides of Kifer Road between Fair Oaks Avenue and Uranium Drive.

Reed Avenue/Monroe Street is a two-lane to four-lane roadway with a posted speed limit of 35 mph in the project vicinity. Reed Avenue/Monroe Street begins west at Wolfe Road as Reed Avenue and extends southeast towards its terminus at Tisch Way in the City of San Jose. Reed Avenue is within the City of Sunnyvale, and transitions to Monroe Street in the City of Santa Clara at its intersection with Lawrence Expressway (Sunnyvale-Santa Clara city boundary). Reed Avenue/Monroe Street has a center two-way left-turn lane that runs along the entirety of the roadway. In the study area, on-street parking is permitted on the north side of Reed Avenue between Wolfe Road and Sitka Terrace and along portions of both sides between Evelyn Avenue and Willow Avenue. On Monroe Street, on-street parking is permitted on both sides east of Nobili Avenue. Sidewalks are present along both sides of the street. Bike lanes are provided on both sides of Reed Avenue between Sunnyvale Avenue and Lawrence Expressway and on the north side of Monroe Street between Lawrence Expressway and Nobili Avenue.

San Zeno Way/Lawrence Station Road is a two-lane roadway with a posted speed limit of 25 mph in the project vicinity. San Zeno Way begins at Kifer Road, immediately west of the Lawrence Expressway/Kifer Road intersection, extends south and transitions into Lawrence Station Road at the Lawrence Expressway overcrossing where it then extends north and ends immediately east of the Lawrence Expressway/Kifer Road intersection. Parking is not permitted on either side of the street.

Sidewalks are provided along the west side of San Zeno Way and the east side of Lawrence Station Road. Bike lanes are not present. San Zeno Way provides access to the project sites via Sonora Court.

Sonora Court is a two-lane roadway with an implied speed limit of 25 mph in the project vicinity.

Sonora Court begins at San Zeno Way in the east and ends in a cul-de-sac approximately 1,500 feet to the west. Parking is permitted on both sides of the street. Sidewalks and bike lanes are not present.

Sonora Court provides direct access to the project sites.

Existing Transit Service
Existing transit services in the vicinity of the project site are provided by VTA and Caltrain. Transit services are described below and shown on Figure 3.

Caltrain Service
Commuter rail service between San Francisco and Gilroy is provided by Caltrain. The Lawrence Caltrain Station, located beneath the Lawrence Expressway overcrossing between Reed Avenue and Kifer Road, provides Caltrain service with approximately 20- to 35-minute headways during the weekday AM and PM commute hours and 60-minute headways during weekday midday and night hours as well as on weekends. The Lawrence Caltrain Station provides service for only Local and Limited-Stop trains. Services at this station are provided between 4:40 AM and 1:27 AM (next day). The Baby-Bullet train does not stop at the Lawrence Caltrain Station. The 1154 Sonora Court project site is located about 1,200 feet from the Lawrence Caltrain Station, which is approximately a 5-minute walk.

The 1170 Sonora Court site is located about 670 feet (a 3-minute walk) from the Lawrence Caltrain Station. Continuous pedestrian facilities are not present between the project site and the Lawrence Caltrain Station, since there are no sidewalks along Sonora Court. Between the project site and the Lawrence Caltrain Station, San Zeno Way and Sonora Court do not provide bicycle facilities.

Attachment 18

Sonora CtSonora CtSonora Ct
San Zeno WySan Zeno WySan Zeno Wy
San San
Ysidro WyYsidro Wy
San
Ysidro WySemiconductor DrSemiconductor Dr
Lawrence Lawrence Station RdStation RdLawrence Station Rd Sunnyvale
Santa
Clara
Kifer Rd
Central Expy
Bowers Ave
Lawrence Expy
Monroe St
E Evelyn Ave
CommercialCommercial
StSt
S Wolfe Rd
Reed Ave
Commercial
St
Corvin DrCorvin DrCorvin Dr
= Local Bus Route
= Ace Gray Line
LawrenceLawrence
CaltrainCaltrain
StationStation
Lawrence
Caltrain
Station
LEGEND
= Site Location
XX
= Closest Bus Stop
= Caltrain
= Caltrain Station
1154 and 1170 Sonora Court LTA
Figure 3
Existing Transit Services
21 ACE
ACE
21 21
21 21
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ACE Shuttle Service
The project site is also served by the VTA ACE Gray Shuttle, which connects to the Altamont Corridor Express (ACE) Great America Amtrak Station in Santa Clara. ACE provides commuter rail service between Stockton, Tracy, Pleasanton, and San Jose during commute hours. The Gray Shuttle starts/ends at the Great America ACE Station and runs on Arques Avenue, Wolfe Road, and Kifer Road, with four southbound trips in the morning (between 6:06 AM and 10:00 AM) and six northbound trips in the afternoon/evening (between 3:09 PM and 6:39 PM) with headways between 60 and 90 minutes. The nearest bus stop at San Ysidro Way & Kifer Road serves the southbound routes and is located 0.3 mile from the 1170 Sonora Court site and 0.4 mile from the 1154 Sonora Court site.

VTA Bus Service
The project site is also served by Valley Transportation Authority (VTA) Local Route 21, which runs between the Stanford Shopping Center and Santa Clara Transit Center. Route 21 runs on Evelyn Avenue, Reed Avenue, and Monroe Street in the project vicinity between 5:31 AM and 9:48 PM with headways of 30 minutes during the peak commute hours. The nearest bus stop serves the westbound routes and is located 0.5 mile from the 1170 Sonora Court site and 0.6 mile from the 1154 Sonora Court site.

Existing Bicycle Facilities
Bicycle facilities in the project vicinity include multi-use paths, bike lanes, and bike routes. Class I multi- use paths are off-street trails, either paved or unpaved, that are shared between pedestrians and bicyclists. Class II bike lanes are lanes on roadways designated for use by bicycles with special lane markings, pavement legends, and signage. Class IIB bike lanes are on-street bike lane facilities that separate bicycles from vehicle traffic by a painted buffer. Class III bike routes are streets that accommodate bicycles with pavement markings and signage but are not separate from the travel lanes.

The existing bicycle facilities in the study area are shown on Figure 4. The following bicycle facilities exist within the immediate project vicinity:

A Class I multi-use path exists along the Caltrain tracks and through the Intuitive Surgical campus, connecting the west end of Sonora Court to Kifer Road. There are also bicycle and pedestrian bridges crossing Calabazas Creek and Bowers Avenue, just south of the Caltrain tracks.

Bike Lanes:
• Kifer Road between Fair Oaks Avenue and Uranium Drive, and east of Bowers Avenue • Evelyn Avenue, along its entire length
• Reed Avenue/Old San Francisco Road between Sunnyvale Avenue and Lawrence Expressway • Wolfe Road between Reed Avenue and Fair Oaks Avenue
• Arques Avenue/Scott Boulevard between Central Expressway and Fair Oaks Avenue • Oakmead Parkway between Lawrence Expressway and Central Expressway • Bowers Avenue between Great America Parkway and Chromite Drive • Aster Avenue between E. Evelyn Avenue and Willow Avenue

Attachment 18

Santa
Clara
Sunnyvale
Sonora CtSonora Ct
Aster AveAster Ave
101
French StFrench St
Kifer Rd
Bowers Ave
Central Expy
Lawrence ExpyLakeside Dr
S Wolfe Rd
Poplar Ave
Sequoia Dr
N Wolfe RdN Wolfe Rd
Santa Trinita Ave
Monroe St
Agate Dr
Chromite Dr
E Arques Ave
Cabrillo Ave
Reed Ave
Stewart Dr
E Duane Ave
De Guigne Dr
El Camino Real
Fremont
Ave
Poplar AveFremont
Ave
E Evelyn Ave
Scott Blvd
Calabazas BlvdLily Ave
Poinciana Dr
Sequoia Dr
Agate Dr
Chromite Dr
Poinciana Dr
Oakmead Pkwy
Lakeside DrSanta Trinita Ave
De Guigne Dr
Mission College BlvdMission College BlvdMission College Blvd Iris Ave
N Fair Oaks Ave
Corvin Dr
Commercial St
1154 and 1170 Sonora Court LTA
Figure 4
Existing Bicycle Facilities
= Site Location
LEGEND
= Class II Bike Lanes
= Class III Bike Routes
= Class I Bike Paths
= Class IIB Bike Lanes
= Guided Bike Route 600
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Bike routes are present along Wolfe Road between Fremont Avenue and Reed Avenue, on Bowers Avenue between El Camino Real and Chromite Drive, and along sections of Kifer Road, French Street, and Monroe Street. According to the City of Sunnyvale Bike Map, 2022 Edition, there are three guided bike routes within the City. Bike Route 600 is located within the project vicinity and is a generally east- west bike route that extends from the intersection at Bernardo Avenue and El Camino Real and ends at Poinciana Drive. This route travels parallel and north of El Camino Real along residential roadways (mainly Olive Avenue, Gail Avenue, Iris Avenue and Lily Avenue). This route provides access to the Civic Center, Ellis Elementary School, Braly Elementary School and Ponderosa Elementary School.

Overall, the existing bicycle facilities in the study area provide adequate connections for bicycles.

However, Sonora Court, San Zeno Way, Lawrence Station Road, and Willow Avenue do not provide bicycle facilities, which would otherwise connect the Lawrence Caltrain Station and the project sites to the surrounding areas.

Existing Pedestrian Facilities
The pedestrian facilities within the study area include sidewalks along most of the streets and striped crosswalks at major intersections. In the immediate project vicinity, sidewalks are present along the west side of San Zeno Way, the east side of Lawrence Station Road, and along the majority of Kifer Road. Sidewalks are missing on both sides of Sonora Court, including the project frontages.

Pedestrian crosswalks and signal heads are present at the nearby signalized intersections. The unsignalized intersections of San Zeno Way and Kifer Road, and Lawrence Station Road and Kifer, operate under side-street stop control and have marked crosswalks across the south legs. The unsignalized intersection of San Ysidro Way and Kifer Road also operates under side-street stop control and has a marked crosswalk across the north leg. Crosswalk is missing at the unsignalized intersection of San Zeno Way and Sonora Court.

Existing Intersection Lane Configurations
The existing lane configurations at the study intersections were determined by previous traffic studies and satellite imagery and are shown on Figure 5.

Existing Traffic Volumes
The existing traffic volumes were obtained from the Lawrence Station Area Plan Update TIA, dated August 31, 2020, the Moffett Park Specific Plan Update TIA, dated December 15, 2022, and peak hour traffic counts collected in April of 2023. The existing PM traffic counts for the CMP intersections were collected in 2018. Traffic counts older than 2018 were escalated to 2020 (pre-pandemic) conditions using a compound annual growth rate of 0.1%.

Since historic traffic counts were not available at the intersection of San Zeno Way & Sonora Court, new counts were conducted and adjusted to represent pre-pandemic traffic volumes. This was done by comparing pre-pandemic counts from 2018 and new traffic counts from 2023 at the intersection of Lawrence Expressway & Kifer Road. The counts for the eastbound approach were compared to develop an adjustment factor of 138% for the PM peak hour. This adjustment factor was applied to the San Zeno Way & Sonora Court traffic counts to represent pre-pandemic traffic volumes during the PM peak hour. During the AM peak hour, the 2023 traffic counts at Lawrence Expressway & Kifer Road were higher than the 2018 counts. Therefore, the 2023 counts at San Zeno Way & Sonora Court were used for the AM peak hour as a conservative approach. The existing AM and PM peak hour traffic volumes are shown graphically on Figure 6. Traffic count data are included in Appendix A.

Attachment 18

Attachment 18

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Existing Intersection Levels of Service
Intersection levels of service were evaluated against the respective City, County and CMP standards.

The results of the intersection level of service analysis under existing conditions are summarized in Table 4. The results of the analysis show that the following Santa Clara County intersections currently operate at unacceptable levels.
• Lawrence Expressway & Kifer Road (#3) – PM peak hour (LOS F) • Lawrence Expressway & Reed Avenue/Monroe Street (#4) – AM peak hour (LOS F) The unsignalized study intersection, San Zeno Way & Sonora Court, currently operates at LOS B or better under existing conditions. However, the peak-hour signal warrant was checked for this intersection due to the anticipated project traffic. The results show that this intersection does not meet the peak-hour signal warrant under existing conditions. The intersection level of service sheets are included in Appendix C. The peak-hour signal warrant worksheets are included in Appendix D.

Table 4
Existing Level of Service Summary

Avg.

Peak Count LOS Delay
# Intersection Control 1 Hour Date Std. (sec) LOS
1 Signal AM 02/05/20 E 38.5 D+
PM 02/05/20 48.3 D
2 Signal AM 02/06/20 E 55.3 E+
PM 11/13/18 71.6 E
3 Signal AM 03/07/18 E 54.4 D-
PM 03/07/18 101.6 F
4 Signal AM 03/07/18 E 114.8 F
PM 11/13/18 61.8 E
5 Signal AM 11/14/17 2 E 34.5 C-
PM 11/15/18 28.8 C
6 Signal AM 02/06/20 E 49.7 D
PM 11/13/18 46.9 D
7 Signal AM 11/15/17 2 E 46.6 D
PM 11/13/18 53.8 D-
8 SSSC AM 04/25/23 D 9.5 A
PM 04/25/23 3 11.3 B
Notes:

BOLD indicates unacceptable level of service
Lawrence Expressway Ramps & El Camino
Real (◊*)
Lawrence Expressway & Duane
Avenue/Oakmead Parkway (County)
Lawrence Expressway & Arques Avenue
(County*)
Lawrence Expressway & Kifer Road (County)
2 Counts were escalated to 2020 (pre-pandemic) conditions using a compound annual growth rate of 0.1%. 3 Counts were adjusted to represent pre-pandemic traffic volumes by comparing pre-pandemic counts from 2018 and new traffic counts from 2023.

San Zeno Way & Sonora Court
Oakmead Parkway/Corvin Drive & Central
Expressway (County*)
Bowers Avenue & Central Expressway
(County*)
Existing
* = CMP, ◊ = Caltrans, County = County of Santa Clara
1 Delay and LOS reported for side-street stop-controlled intersections represent the movement with the worst delay.

SSSC = Side-Street Stop-Controlled
Lawrence Expressway & Reed
Avenue/Monroe Street (County*)
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Existing Freeway Levels of Service
Existing weekday AM and PM peak-hour traffic volumes on the study freeway segments were obtained from the 2018 CMP Monitoring & Conformance Report published by VTA (see Table 5). Both study freeway segments on US 101 are operating at LOS F in the northbound direction in the morning and LOS F in the southbound direction in the evening.

Table 5
Existing Freeway Level of Service Summary

Existing Freeway Ramp Capacity Analysis
This analysis consists of a volume-to-capacity ratio evaluation of four freeway ramps at the interchange of US 101 and Lawrence Expressway. The ramp capacities were obtained from the Highway Capacity Manual 2000 (Chapter 25), which considers the free-flow speed, the number of lanes on the study ramp, and ramp metering.

To be conservative, if an on-ramp has meter equipment present, the ramp was analyzed assuming it is metered. It is assumed that the metered ramps would each have a capacity of 900 vehicles per hour for the mixed-flow lanes. A capacity of 900 vehicles per hour is assumed for the HOV lanes. The peak- hour freeway ramp volumes were obtained through traffic counts from 2019. As shown in Table 6, all freeway ramps currently have sufficient capacity to serve the existing traffic volumes. The study ramps have volume-to-capacity (V/C) ratios that are well below 1.0, which means that the existing traffic demand is lower than the ramp capacity.

Freeway Dir. Segment Peak
Hour
Avg.

Speed
(mph)
# of
Lanes Capacity Density
(pc/mi/ln) Volume LOS2
US 101 SB AM 60.0 3 6,900 30.0 5,346 D
PM 12.4 3 6,900 79.0 2,949 F
US 101 SB AM 55.0 3 6,900 35.0 5,850 D
PM 6.4 3 6,900 91.0 1,746 F
US 101 NB AM 17.2 3 6,900 72.0 3,702 F
PM 47.6 3 6,900 42.0 5,964 D
US 101 NB AM 18.2 3 6,900 70.0 3,840 F
PM 47.2 3 6,900 42.0 5,958 D
Notes
Dir. = direction, NB = northbound, SB = southbound, mph = miles per hour, pc/mi/ln = passenger cars per mile per lane 1 BOLD indicates substandard level of service.

Existing Conditions - Mixed Flow Lanes 1
Fair Oaks Avenue to
Lawrence Expressway
Lawrence Expressway to
Great America Parkway
Great America Parkway to
Lawrence Expressway
Source: Santa Clara Valley Transportation Authority Congestion Management Program Monitoring Study, 2018.

Lawrence Expressway to
Fair Oaks Avenue
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Table 6
Existing Freeway Ramp Capacity Analysis

Interchange Ramp Type Peak
Hour
Mixed
Flow HOV Meter 1 Capacity2 Peak
Volume 3 v/c
Diagonal AM 3,500 1,278 0.37
PM 3,500 1,185 0.34
Diagonal AM 1,800 584 0.32
PM 1,800 352 0.20
Loop AM 1,800 484 0.27
PM 1,800 378 0.21
Diagonal AM 3,500 738 0.21
PM 3,500 1,753 0.50
Notes:

NB=northbound, SB=southbound, v/c = volume-to-capacity ratio 1 As a conservative approach, if an on-ramp has meter equipment present, the ramp was analyzed assuming it is metered. 2 3 Peak-hour volumes were obtained through intersection counts.

SB On-Ramp from NB Lawrence
Expressway
NB On-Ramp from NB Lawrence
Expressway
NB Off-Ramp to Lawrence
Expressway
SB Off-Ramp to Lawrence
Expressway
US 101/
Lawrence
Expressway
Lanes Existing Conditions
Ramp capacities were obtained from the Highway Capacity Manual, 2000 (pg 25-4), and considered the free-flow speed, the number of lanes on the ramp, and ramp metering.
2 2 1 Equipment
Present
- -
1 1 Equipment
Present
2 - -
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3. Background Conditions
This chapter describes background traffic conditions, which are defined as conditions with the addition of traffic from approved but not yet constructed and occupied projects in the study area. Traffic volumes for background conditions comprise volumes from the existing traffic counts plus traffic generated by approved projects in the vicinity of the site. This chapter describes the procedure used to determine background traffic volumes and the resulting traffic conditions.

Background Transportation Network
It is assumed in this analysis that the transportation network under background conditions, including roadway and intersection lane configurations, would be the same as that described under the existing conditions.

Background Traffic Volumes
Background traffic volumes were estimated by adding traffic from approved but not yet completed developments in the study area. Approved developments are those developments that have been approved by local agencies, are under construction, or are built but not yet occupied. Approved project lists were obtained from the City of Sunnyvale and the City of Santa Clara websites. Based on a review of traffic studies prepared for these projects, the types and sizes of these developments, and their distances from the project site, a total of 17 approved projects were selected for inclusion in the background scenario. Trip generation for all background projects was based on their respective traffic reports, where available. The approved but not yet completed development locations included in this study are listed below. The approved project volumes are included in Appendix B. The AM and PM peak-hour traffic volumes at the study intersections under background conditions are shown in Figure

7. 1. 3375 Scott Boulevard

2. 3000 Bowers Avenue

3. 2400 Condensa Street

4. 3035 El Camino Real

5. 3402 El Camino Real

6. 3700 El Camino Real (retail portion)

7. 3155 El Camino Real

8. 3607 Kifer Road

9. Santa Clara LSAP: 3069 Lawrence
Expressway, 2961 Corvin Drive, and
3505 Kifer Road

10. 3625 Peterson Way

11. 2900 Lakeside Drive

12. 1178 Sonora Court

13. 1050 Kifer Road (Phase 2)

14. 1101 Elko Drive

15. 1155 Aster Avenue

16. 871 and 895 E Fremont Avenue

17. 1 AMD Place
Attachment 18

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Background Intersection Levels of Service
Intersection levels of service were evaluated against the respective City, County and CMP standards.

The results of the intersection level of service analysis under background conditions are summarized in Table 7. The results of the analysis show that the following Santa Clara County intersections would operate at unacceptable levels.
• Lawrence Expressway & Kifer Road (#3) – PM peak hour (LOS F) • Lawrence Expressway & Reed Avenue/Monroe Street (#4) – AM peak hour (LOS F) The unsignalized study intersection, San Zeno Way & Sonora Court, would operate at LOS B or better under background conditions. However, the peak-hour signal warrant was checked for this intersection due to the anticipated project traffic. The results show that this intersection does not meet the peak- hour signal warrant under background conditions. The intersection level of service sheets are included in Appendix C. The peak-hour signal warrant worksheets are included in Appendix D.

Table 7
Background Level of Service Summary
Avg. Avg.

Peak LOS Delay Delay
# Intersection Control 1 Hour Std. (sec) LOS (sec) LOS
1 Signal AM E 38.5 D+ 48.8 D
PM 48.3 D 50.5 D
2 Signal AM E 55.3 E+ 59.0 E+
PM 71.6 E 77.0 E-
3 Signal AM E 54.4 D- 71.1 E
PM 101.6 F >120 F
4 Signal AM E 114.8 F >120 F
PM 61.8 E 64.8 E
5 Signal AM E 34.5 C- 37.7 D+
PM 28.8 C 31.7 C
6 Signal AM E 49.7 D 62.9 E
PM 46.9 D 58.0 E+
7 Signal AM E 46.6 D 48.3 D
PM 53.8 D- 56.0 E+
8 SSSC AM D 9.5 A 9.6 A
PM 11.3 B 11.9 B
Notes:
* = CMP, ◊ = Caltrans, County = County of Santa Clara
SSSC = Side-Street Stop-Controlled
BOLD indicates unacceptable level of service
Background
">120" indicates this intersection experiences lengthy delay that is beyond the reasonable calculation range of the HCM 2000 methodology.
1 Delay and LOS reported for side-street stop-controlled intersections represent the movement with the worst delay.

Oakmead Parkway/Corvin Drive & Central
Expressway (County*)
Existing
Lawrence Expressway & Duane
Avenue/Oakmead Parkway (County)
Lawrence Expressway & Arques Avenue
(County*)
Lawrence Expressway & Kifer Road (County)
Lawrence Expressway & Reed
Avenue/Monroe Street (County*)
Lawrence Expressway Ramps & El Camino
Real (◊*)
Bowers Avenue & Central Expressway
(County*)
San Zeno Way & Sonora Court
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4. Project Conditions
This chapter describes the method by which project traffic is estimated, roadway traffic operations under background plus project conditions, and any adverse effects caused by the project.

Project Description
The project sites (1154 and 1170 Sonora Court sites) are located in the Lawrence Station Area Plan (LSAP), for which the LSAP Update and its EIR were approved in September 2021. For the 1154 Sonora Court site, the 1.887-acre site is currently developed with an office building with 33,362 square feet and a surface parking lot. The project proposes to demolish the existing building, and construct a seven-story building consisting of 142,270 square feet of office space on the first three levels and 174 apartment units on the fourth to seventh levels with two levels of underground parking.

For the 1170 Sonora Court site, the 1.088-acre site is currently developed with an office building with 14,902 square feet and a surface parking lot. The project proposes to demolish the existing building, and construct a seven-story building consisting of 79,211 square feet of office space on the first three levels and 106 apartment units on the fourth to seventh levels with two levels of underground parking.

Vehicle access to both sites would be via driveways on Sonora Court.

Project Trip Estimates
The magnitude of traffic produced by a new development and the locations where that traffic would appear are estimated using a three-step process: (1) trip generation, (2) trip distribution, and (3) trip assignment. In determining project trip generation, the magnitude of traffic traveling to and from the proposed project site was estimated for the AM and PM peak hours. As part of the project trip distribution, the directions to and from which the project trips would travel were estimated. In the project trip assignment, the project trips were assigned to specific streets and intersections. These procedures are described below.

Trip Generation
Through empirical research, data have been collected that quantify the amount of traffic produced by many types of land uses. This research is compiled in the Trip Generation Manual, 11th Edition (2021) published by the Institute of Transportation Engineers (ITE). The magnitude of traffic added to the roadway system by a particular development is estimated by multiplying the applicable trip generation rates by the size of the development. Trip generation rates for the proposed residential portion of the buildings are based on the average rates published for “Multifamily Housing (Mid-Rise)” (Land Use Code 221). Trip generation rates for the proposed office portion of the buildings are based on the average rates published for “General Office Building” (Land Use Code 710).

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Trip Reductions
The VTA’s Congestion Management Program Transportation Impact Analysis Guidelines (October 2014) indicates that a 3% trip reduction can be applied to the smaller trip generator of mixed-used development projects with housing and employment. The guidelines also indicate that a trip reduction of 9% for housing and 6% for employment can be applied for projects located within a 2,000-foot walk of a Caltrain station.

In addition, the proposed project would receive trip credits for the trips generated by the existing on-site uses. Trip generation rates for the existing office buildings are based on the average rates published for “General Office Building” (Land Use Code 710).

Net Project Trips
After applying the ITE trip generation rates and the applicable trip reductions, the proposed project is estimated to generate a net increase of 209 vehicle trips during the AM peak hour (149 inbound and 60 outbound) and 206 vehicle trips during the PM peak hour (61 inbound and 145 outbound) at the 1154 Sonora Court site. At the 1170 Sonora Court site, the proposed project is estimated to generate a net increase of 125 vehicle trips during the AM peak hour (88 inbound and 37 outbound) and 122 vehicle trips during the PM peak hour (36 inbound and 86 outbound).

The trip generation for the proposed project is summarized in Tables 8 and 9.

Table 8
1154 Sonora Court Trip Generation Summary

Land Use Trips In Out In Out Total In Out In Out Total
Proposed Use
Multifamily Housing1 174 du 4.54 790 0.37 23% 77% 15 49 64 0.39 61% 39% 41 27 68 - Residential/Office Internal Capture (3%)3 -24 0 -2 -2 -1 -1 -2 - Transit Reduction (9%)4 -69 -1 -5 -6 -4 -2 -6
Sub-Total Residential 697 14 42 56 36 24 60
Office2 142.270 ksf 10.84 1,542 1.52 88% 12% 190 26 216 1.44 17% 83% 35 170 205 - Office/Residential Internal Capture (3%)3 -24 -2 0 -2 -1 -1 -2 - Transit Reduction (6%)4 -91 -11 -2 -13 -2 -10 -12
Sub-Total Office 1,427 177 24 201 32 159 191
Gross Proposed Trips 2,124 191 66 257 68 183 251
Existing Use
Office2 33.362 ksf 10.84 362 1.52 88% 12% 45 6 51 1.44 17% 83% 8 40 48 - Transit Reduction (6%)4 -22 -3 0 -3 -1 -2 -3
Gross Existing Trips 340 42 6 48 7 38 45
Net Project Trips 1,784 149 60 209 61 145 206
Source: ITE Trip Generation Manual, 11th Edition, 2021. VTA Transportation Impact Analysis (TIA) Guidelines, 2014.

1. Multifamily Housing (Mid-Rise) (ITE Land Use 221): average trip rates in trips per dwelling unit are used.

2. General Office Building (Land Use 710): average trip rates (in trips per 1,000 s.f.) are used.

3. Residential/office internal trip reduction was applied to the project per VTA TIA Guidelines.

4. Per VTA TIA Guidelines, a transit trip reduction is applied to the project that is within 2,000 feet of a Caltrain station.

Size
Daily AM Peak Hour PM Peak Hour
Trip
Rate
Trip
Rate
Splits Trips Trip
Rate
Splits Trips
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Table 9
1170 Sonora Court Trip Generation Summary

Trip Distribution and Assignment
Trips generated by the proposed project were distributed to the study network based on the existing travel patterns on the surrounding roadway system, the locations of complementary land uses, and previous transportation studies for similar land uses. Office uses generate mostly inbound trips in the morning and mostly outbound trips in the evening, while residential uses generate mostly outbound trips in the morning and inbound trips in the evening. The majority of the project trips would travel via US 101, Lawrence Expressway, and Central Expressway. The project trip distribution for the residential use is shown on Figure 8 and the distribution for the office use is shown on Figure 9.

The project trips were assigned to the roadway network based on the direction of approach and departure, roadway network connections, freeway and expressway access points, and the locations of project driveways. Due to the intersection geometries of Kifer Road at San Zeno Way and Lawrence Station Road, it was assumed that vehicles entering from southbound Lawrence Expressway would access the site by turning left onto eastbound Kifer Road, immediately turning right onto southbound Lawrence Station Road, and northbound San Zeno Way. Vehicles exiting the site and traveling north would utilize southbound San Zeno Way, northbound Lawrence Station Road, eastbound Kifer Road, northbound Corvin Drive/Oakmead Parkway, westbound Arques Avenue, and northbound Lawrence Expressway. The net project trips at the study intersections are shown on Figure 10.

Land Use Trips In Out In Out Total In Out In Out Total
Proposed Use
Multifamily Housing1 106 du 4.54 481 0.37 23% 77% 9 30 39 0.39 61% 39% 25 16 41 - Residential/Office Internal Capture (3%)3 -14 0 -1 -1 -1 0 -1 - Transit Reduction (9%)4 -42 -1 -2 -3 -2 -2 -4
Sub-Total Residential 425 8 27 35 22 14 36
Office2 79.211 ksf 10.84 859 1.52 88% 12% 106 14 120 1.44 17% 83% 19 95 114 - Office/Residential Internal Capture (3%)3 -14 -1 0 -1 0 -1 -1 - Transit Reduction (6%)4 -51 -6 -1 -7 -1 -6 -7
Sub-Total Office 794 99 13 112 18 88 106
Gross Proposed Trips 1,219 107 40 147 40 102 142
Existing Use
Office2 14.902 ksf 10.84 162 1.52 88% 12% 20 3 23 1.44 17% 83% 4 17 21 - Transit Reduction (6%)4 -10 -1 0 -1 0 -1 -1
Gross Existing Trips 152 19 3 22 4 16 20
Net Project Trips 1,067 88 37 125 36 86 122
Source: ITE Trip Generation Manual, 11th Edition, 2021. VTA Transportation Impact Analysis (TIA) Guidelines, 2014.

1. Multifamily Housing (Mid-Rise) (ITE Land Use 221): average trip rates in trips per dwelling unit are used.

2. General Office Building (Land Use 710): average trip rates (in trips per 1,000 s.f.) are used.

3. Residential/office internal trip reduction was applied to the project per VTA TIA Guidelines.

4. Per VTA TIA Guidelines, a transit trip reduction is applied to the project that is within 2,000 feet of a Caltrain station.

Size
Daily AM Peak Hour PM Peak Hour
Trip
Rate
Trip
Rate
Splits Trips Trip
Rate
Splits Trips
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1154 and 1170 Sonora Court LTA
Figure 8
Project Trip Distribution - Residential Use
= Site Location
LEGEND
X = Study Intersection
Corvin Dr
109
3 2
6 7
1 8
4 5
SANTA
CLARA

SUNNYVALE
San ZenoWySan ZenoWy
Sonora CtSonora Ct
Central Expy
Lawrence Expy
Kifer Rd
Bowers Ave
Tasman Dr
Monroe St
El Camino Real
San Tomas Expy
Cabrillo Ave
Scott Blvd
E Arques Ave
S Wolfe Rd
E Evelyn Ave
Borregas Ave
N Fair Oaks Ave
N Mathilda Ave
E Duane Ave
Great America Pkwy
Iris Ave
Walsh Ave
Reed Ave
Stewart Dr
Benton St
Lakehaven Dr
Agate Dr
Oakmead Pkwy
S Fair Oaks Ave
Mission College Blvd
E Maude Ave
Arques Ave
W Fremont Ave
S Sunnyvale Ave
Nobili Ave
Timberpine Ave
El Camino Real
101
10%
10%
15%
5%
5%
10%
10%
5%
10%
15%
5%
Attachment 18

1154 and 1170 Sonora Court LTA
Figure 9
Project Trip Distribution - Office Use
= Site Location
LEGEND
X = Study Intersection
Corvin Dr
109
3 2
6 7
1 8
4 5
SANTA
CLARA

SUNNYVALE
San ZenoWySan ZenoWy
Sonora CtSonora Ct
Central Expy
Lawrence Expy
Kifer Rd
Bowers Ave
Tasman Dr
Monroe St
El Camino Real
San Tomas Expy
Cabrillo Ave
Scott Blvd
E Arques Ave
S Wolfe Rd
E Evelyn Ave
Borregas Ave
N Fair Oaks Ave
N Mathilda Ave
E Duane Ave
Great America Pkwy
Iris Ave
Walsh Ave
Reed Ave
Stewart Dr
Benton St
Lakehaven Dr
Agate Dr
Oakmead Pkwy
S Fair Oaks Ave
Mission College Blvd
E Maude Ave
Arques Ave
W Fremont Ave
S Sunnyvale Ave
Nobili Ave
Timberpine Ave
El Camino Real
101
13%
15%
3%
3%
15%
7%
5%
10%
2%
10%
7%
10%
Attachment 18

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Traffic Volumes and Roadway Network Under Project Conditions Adverse project effects were evaluated relative to background traffic volumes. The net new trips generated by the proposed project were added to the background traffic volumes to derive the background plus project traffic volumes. Figure 11 shows the intersection turning-movement volumes under background plus project conditions.

It is assumed in this analysis that the transportation network under background plus project conditions, including roadways and intersection lane configurations, would be the same as that described under existing conditions and background conditions at all study intersections. The driveway intersections (#9 and #10) were only studied under background plus project conditions.

Background Plus Project Intersection Levels of Service
The intersection levels of service results for background plus project conditions were compared to background conditions to determine potential adverse intersection effects (see Table 10). Based on City of Sunnyvale and CMP intersection impact criteria, the project would generate adverse intersection effects at the following Santa Clara County intersections:
• Lawrence Expressway & Kifer Road (#3) – PM peak hour (LOS F) • Lawrence Expressway & Reed Avenue/Monroe Street (#4) – AM peak hour (LOS F) The LSAP requires projects within the plan area to make a fair share contribution toward the cost of the identified improvements. Potential improvement strategies are discussed in the following section.

The unsignalized study intersection, San Zeno Way & Sonora Court, would operate at LOS C or better under background plus project conditions. The peak-hour signal warrant was also checked for this intersection due to the anticipated project traffic. The results show that this intersection would meet the peak-hour signal warrant under background plus project conditions. Therefore, the intersection should be monitored to determine if a change in control is needed.

The intersection level of service sheets are included in Appendix C. The peak-hour signal warrant worksheets are included in Appendix D.

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Table 10
Background Plus Project Level of Service Summary

Background Plus Project Potential Intersection Improvement Strategies Improvement options were studied for each intersection experiencing adverse effects under background plus project conditions when compared to background conditions. An adverse intersection effect can be satisfactorily addressed by implementing measures that would restore intersection conditions to its LOS standard or to an average delay equal to without-project conditions or better. The LOS results under the improved background plus project conditions are summarized below.

Lawrence Expressway & Kifer Road (#3)
Under background conditions, the LOS would be an unacceptable LOS F during the PM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet the City of Sunnyvale’s adverse intersection effect criteria.

Incr.

Avg. Avg. In Crit. Incr.

Peak LOS Delay Delay Delay In Crit.
# Intersection Control 1 Hour Std. (sec) LOS (sec) LOS (sec) V/C 1 Signal AM E 48.8 D 48.6 D -0.1 0.006
PM 50.5 D 50.8 D 0.6 0.008
2 Signal AM E 59.0 E+ 58.7 E+ -1.4 0.015
PM 77.0 E- 77.8 E- 1.8 0.006
3 Signal AM E 71.1 E 74.1 E 4.4 0.042
PM >120 F >120 F 43.5 0.067
4 Signal AM E >120 F >120 F 5.2 0.010
PM 64.8 E 64.7 E 0.1 0.005
5 Signal AM E 37.7 D+ 38.2 D+ 0.7 0.014
PM 31.7 C 32.5 C- 1.1 0.017
6 Signal AM E 62.9 E 64.3 E 2.1 0.012
PM 58.0 E+ 58.2 E+ 0.0 0.000
7 Signal AM E 48.3 D 48.3 D 0.1 0.005
PM 56.0 E+ 56.1 E+ 0.2 0.004
8 SSSC AM D 9.6 A 13.2 B - -
PM 11.9 B 20.2 C - -
9 SSSC AM D - - 8.8 A - -
PM - - 9.4 A - -
10 SSSC AM D - - 9.0 A - -
PM - - 10.1 B - -
Notes:
* = CMP, ◊ = Caltrans, County = County of Santa Clara
SSSC = Side-Street Stop-Controlled
BOLD indicates an unacceptable level of service
1 Delay, LOS and volume-to-capacity ratio reported for side-street stop-controlled intersections represent the movement with the worst delay.

San Zeno Way & Sonora Court
Background Background + Project
Lawrence Expressway Ramps & El
Camino Real (◊*)
Oakmead Parkway/Corvin Drive &
Central Expressway (County*)
Bowers Avenue & Central Expressway
(County*)
1154 Sonora Court Driveway & Sonora
Court
1170 Sonora Court Driveway & Sonora
Court
Lawrence Expressway & Duane
Avenue/Oakmead Parkway (County)
Lawrence Expressway & Arques Avenue
(County*)
Lawrence Expressway & Kifer Road
(County)
Lawrence Expressway & Reed
Avenue/Monroe Street (County*)
BOLD and boxed indicates an adverse intersection effect ">120" indicates this intersection experiences lengthy delay that is beyond the reasonable calculation range of the HCM 2000 methodology.

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Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Lawrence Expressway & Reed Avenue/Monroe Street (#4) [CMP] Under background conditions, the LOS would be an unacceptable LOS F during the AM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet VTA’s CMP adverse intersection effect criteria.

Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Cumulative Conditions
Cumulative conditions were studied in the Lawrence Station Area Plan Update Transportation Impact Analysis. This project, as part of the LSAP-Update, would contribute to the cumulative adverse effects and would be required to contribute to the cumulative fair share improvements.

Project Conditions Adverse Freeway Effect Analysis
VTA CMP guidelines define that a project would cause an adverse freeway effect if the project would deteriorate freeway levels of service from an acceptable level to an unacceptable level, or if the freeway already operates at an unacceptable level under existing conditions, the project would add traffic exceeding 1% of the freeway capacity. The traffic added by the project to each freeway segment is summarized in Table 11. The results show that the project would not have an adverse effect on any freeway segments.

Project Conditions Ramp Analysis
Freeway ramp volumes under project conditions were estimated by adding project trips to the existing volumes obtained from intersection counts conducted in 2019. The peak hour ramp volumes under existing plus project conditions are shown in Table 12.

For the purpose of this study, the project is said to create an adverse effect on a freeway ramp if the project’s implementation:
• Would cause the volume-to-capacity (V/C) ratio of the freeway ramp to exceed 1.0; or • Would increase the amount of traffic on a freeway ramp that is already exceeding its capacity by more than one percent (1%) of the ramp’s capacity.

The ramp analysis shows that the study freeway ramps would continue to operate below capacity under project conditions.

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Table 11
Project Conditions Freeway Analysis Summary

Table 12
Project Conditions Freeway Ramp Analysis

Freeway Dir. Segment Peak
Hour
Avg.

Speed
(mph)
# of
Lanes Capacity Density
(pc/mi/ln) Volume LOS Project
Trips
%
Capacity
US 101 SB AM 60.0 3 6,900 30.0 5,346 D 38 0.55%
PM 12.4 3 6,900 79.0 2,949 F 20 0.29%
US 101 SB AM 55.0 3 6,900 35.0 5,850 D 11 0.16%
PM 6.4 3 6,900 91.0 1,746 F 33 0.48%
US 101 NB AM 17.2 3 6,900 72.0 3,702 F 34 0.49%
PM 47.6 3 6,900 42.0 5,964 D 12 0.17%
US 101 NB AM 18.2 3 6,900 70.0 3,840 F 21 0.30%
PM 47.2 3 6,900 42.0 5,958 D 38 0.55%
Notes
Dir. = direction, NB = northbound, SB = southbound, mph = miles per hour, pc/mi/ln = passenger cars per mile per lane BOLD indicates substandard level of service.

Lawrence Expressway to
Fair Oaks Avenue
Source: Santa Clara Valley Transportation Authority Congestion Management Program Monitoring Study, 2018.

Great America Parkway to
Lawrence Expressway
Existing Conditions - Mixed Flow Lanes 1 Project Conditions Fair Oaks Avenue to
Lawrence Expressway
Lawrence Expressway to
Great America Parkway
Interchange Ramp Type Peak
Hour Capacity1 Peak
Volume2 v/c Project
Trips
Peak
Volume v/c
Diagonal AM 3,500 1,278 0.37 34 1,312 0.37
PM 3,500 1,185 0.34 12 1,197 0.34
Diagonal AM 1,800 584 0.32 11 595 0.33
PM 1,800 352 0.20 33 385 0.21
Loop AM 1,800 484 0.27 21 505 0.28
PM 1,800 378 0.21 38 416 0.23
Diagonal AM 3,500 738 0.21 38 776 0.22
PM 3,500 1,753 0.50 20 1,773 0.51
Notes:

NB=northbound, SB=southbound, v/c = volume-to-capacity ratio 1 2
Peak-hour volumes were obtained through intersection counts. 3 As a conservative approach, if an on-ramp has meter equipment present, the ramp was analyzed assuming it is metered.

Existing Conditions Project Conditions
Ramp capacities were obtained from the Highway Capacity Manual, 2000 (pg 25-4), and considered the free-flow speed, the number of lanes on the ramp, and ramp metering.

SB On-Ramp from NB
Lawrence Expressway
NB On-Ramp from NB
Lawrence Expressway
NB Off-Ramp to
Lawrence Expressway
SB Off-Ramp to
Lawrence Expressway
US 101/
Lawrence
Expressway
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5. Other Transportation Issues
This chapter presents an analysis of other transportation issues associated with the project, including:
• operations analysis – vehicle queuing and storage at selected intersections • potential impacts to transit services and pedestrian and bicycle facilities • site access and circulation
• parking
Unlike the level of service adverse effect methodology, which is adopted by the City Council, the analyses in this chapter are based on professional judgment in accordance with the standards and methods employed by the traffic engineering community. Although operational issues are not considered CEQA impacts, they do describe traffic conditions that are relevant to describing the project environment.

Queuing Analysis
The analysis of intersection level of service was supplemented with a queuing analysis for selected movements at the study intersections. Vehicle queues were estimated using a Poisson probability distribution. The operations analysis is based on vehicle queuing for high-demand left-turn movements at intersections where 10 or more project trips per lane were added. This analysis provides a basis for determining whether the addition of project trips would exacerbate peak hour queues and delays, as well as estimating future storage requirements at intersections. For signalized intersections, the estimated queue length was compared to the length of the existing turn pockets. For the unsignalized intersection, the estimated queue lengths were compared to the storage space available between the limit line and the upstream driveway intersection.

The AM queuing analysis is based on vehicle queuing for the four movements listed below. • Southbound left turn at Lawrence Expressway & Kifer Road • Northbound left turn at Corvin Drive & Central Expressway • Eastbound left turn at San Zeno Way & Sonora Court
• Northbound left turn at San Zeno Way & Sonora Court
The PM queuing analysis is based on vehicle queuing for the five movements listed below. • Southbound left turn at Lawrence Expressway & Kifer Road • Southbound left turn at Lawrence Expressway & El Camino Real • Northbound left turn at Corvin Drive & Central Expressway • Eastbound left turn at San Zeno Way & Sonora Court
• Northbound left turn at San Zeno Way & Sonora Court
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The queuing results for the background plus project scenario were compared to the background scenario to determine whether the project would cause extensive queuing issues for the AM and PM peak hours (see Tables 13 and 14). The proposed project would create operational deficiencies at the two locations listed below during the PM peak hour.
• Southbound left turn at Lawrence Expressway & Kifer Road • Northbound left turn at Corvin Drive & Central Expressway Below is a detailed discussion of the above identified locations under background plus project conditions.

Lawrence Expressway & Kifer Road
The project is expected to add 51 vehicles (or about 25 vehicles per lane) during the PM peak hour to the southbound left-turn movement under background plus project conditions and would lengthen the 95th percentile queue. This left-turn movement has two turn lanes with a total queue storage space of approximately 325 feet per lane to the beginning of the taper. Under background conditions during the PM peak hour, the 95th percentile queue length would be 475 feet per lane. Under background plus project conditions, the 95th percentile queue length per lane would be extended by 50 feet to 525 feet.

The existing physical median could be narrowed to extend the southbound left-turn lanes, with a transition from a single left-turn lane to the existing double left-turn lanes after 100 feet, to accommodate the background plus project 95th percentile queues. In addition, it is expected that the proposed Lawrence Expressway Grade Separation project at this intersection would remove the identified queuing issue. The LSAP requires projects within the plan area to contribute their fair share towards the cost of the grade separation at Lawrence Expressway & Kifer Road.

Corvin Drive & Central Expressway
The project is expected to add 23 vehicles during the PM peak hour onto the northbound left-turn lane under background plus project conditions and would lengthen the 95th percentile queue. This left-turn movement has one turn lane with a total queue storage space of approximately 100 feet to the middle of the painted taper. Under background conditions during the PM peak hour, the 95th percentile queue length would be 150 feet. Under background plus project conditions, the 95th percentile queue length would be extended by 25 feet to 175 feet.

There is a two-way left-turn median immediately south of the painted northbound left-turn pocket that extends along the entire length of Corvin Drive. Therefore, any overflow from the turn lane could be accommodated within the two-way left-turn median.

San Zeno Way & Sonora Court
The project is expected to add 172 vehicles during the AM peak hour and 69 vehicles during the PM peak hour to the northbound left-turn movement under background plus project conditions. Since this movement is not stop controlled, the potential queue length was checked for informational purposes.

Under existing and background conditions, the 95th percentile queue length would be 50 feet during the AM peak hour and 75 feet during the PM peak hour. Under background plus project conditions during both the AM and PM peak hours, the 95th percentile queue length would be 75 feet. This would be a 25- foot increase during the AM peak hour and no increase during the PM peak hour. Therefore, the queue would not be expected to cause significant operational issues on northbound San Zeno Way.

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Table 13
AM Queuing Analysis Summary

Lawrence
Expressway
& Kifer Road
Corvin Drive
& Central
Expressway
Movement: SBL NBL EBL/R NBL/T
Existing
Cycle/Delay1 (sec) 181 190 9.5 7.4
Volume (vphpl ) 88 187 15 243
Avg. Queue (veh/ln.) 4 10 0 0
Avg. Queue2 (ft./ln) 100 250 0 0
95th%. Queue (veh/ln.) 8 15 0 2
95th%. Queue2 (ft./ln) 200 375 0 50
Storage (ft./ ln.) 325 100 215 -
Adequate (Y/N) Y N Y -
Background
Cycle/Delay1 (sec) 181 190 9.6 7.4
Volume (vphpl ) 99 193 61 242
Avg. Queue (veh/ln.) 5 10 0 0
Avg. Queue2 (ft./ln) 125 250 0 0
95th%. Queue (veh/ln.) 9 16 1 2
95th%. Queue2 (ft./ln) 225 400 25 50
Storage (ft./ ln.) 325 100 215 -
Adequate (Y/N) Y N Y -
Background Plus Project
Cycle/Delay1 (sec) 181 190 13.2 7.8
Volume (vphpl ) 162 203 158 414
Avg. Queue (veh/ln.) 8 11 1 1
Avg. Queue2 (ft./ln) 200 275 25 25
95th%. Queue (veh/ln.) 13 16 2 3
95th%. Queue2 (ft./ln) 325 400 50 75
Storage (ft./ ln.) 325 100 215 -
Adequate (Y/N) Y N Y -
Project Related
Operational Deficiency? No No No -
Notes:
1 2 Assumes 25 feet per vehicle queued.

BOLD indicates that the storage cannot accommodate the anticipated 95th percentile queue under background plus project conditions and the 95th percentile queue is expected to increase by at least one vehicle compared to background conditions.

Vehicle queue calculations are based on cycle length for signalized intersections, and movement delay for unsignalized intersections.

San Zeno Way &
Sonora Court
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Table 14
PM Queuing Analysis Summary

Lawrence
Expressway
& Kifer Road
Lawrence
Expressway
& El Camino
Real
Corvin Drive
& Central
Expressway
Movement: SBL SBL NBL EBL/R NBL/T
Existing
Cycle/Delay1 (sec) 190 100 190 11.3 7.4
Volume (vphpl ) 166 260 44 94 469
Avg. Queue (veh/ln.) 9 7 2 0 1
Avg. Queue2 (ft./ln) 225 175 50 0 25
95th%. Queue (veh/ln.) 14 12 5 1 3
95th%. Queue2 (ft./ln) 350 300 125 25 75
Storage (ft./ ln.) 325 470 100 215 -
Adequate (Y/N) N Y N Y -
Background
Cycle/Delay1 (sec) 190 100 190 11.9 7.5
Volume (vphpl ) 251 317 51 105 496
Avg. Queue (veh/ln.) 13 9 3 0 1
Avg. Queue2 (ft./ln) 325 225 75 0 25
95th%. Queue (veh/ln.) 19 14 6 1 3
95th%. Queue2 (ft./ln) 475 350 150 25 75
Storage (ft./ ln.) 325 470 100 215 -
Adequate (Y/N) N Y N Y -
Background Plus Project
Cycle/Delay1 (sec) 190 100 190 20.2 7.7
Volume (vphpl ) 277 336 74 336 565
Avg. Queue (veh/ln.) 15 9 4 2 1
Avg. Queue2 (ft./ln) 375 225 100 50 25
95th%. Queue (veh/ln.) 21 15 7 4 3
95th%. Queue2 (ft./ln) 525 375 175 100 75
Storage (ft./ ln.) 325 470 100 215 -
Adequate (Y/N) N Y N Y -
Project Related
Operational Deficiency? Yes No Yes No -
Notes:
1 2 Assumes 25 feet per vehicle queued.

BOLD indicates that the storage cannot accommodate the anticipated 95th percentile queue under background plus project conditions and the 95th percentile queue is expected to increase by at least one vehicle compared to background conditions.

Vehicle queue calculations are based on cycle length for signalized intersections, and movement delay for unsignalized intersections.

San Zeno Way &
Sonora Court
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Potential Impacts to Transit Facilities
The 1154 Sonora Court project site is located about 1,200 feet from the Lawrence Caltrain Station, which is approximately a 5-minute walk. The 1170 Sonora Court site is located about 670 feet (a 3- minute walk) from the Lawrence Caltrain Station. Under existing conditions, there are no continuous pedestrian paths between the project sites and the Lawrence Caltrain Station, since there are no sidewalks along Sonora Court. The proposed project includes frontage improvements along both project sites. Given the project’s proximity to the Lawrence Caltrain Station, it is possible that some employees and residents would utilize Caltrain. Based on Caltrain’s Executive Ridership Summary from May 2023, ridership continues to be less than pre-pandemic conditions, with approximately 27% of the average weekday ridership observed in May 2019. Therefore, it is assumed that Caltrain has sufficient capacity to accommodate additional riders.

There are also two VTA routes that have bus stops within the project vicinity. VTA Route 21 has a bus stop that is located 0.5 mile from the 1170 Sonora Court site and 0.6 mile from the 1154 Sonora Court site. VTA ACE Shuttle has a bus stop that is located 0.3 mile from the 1170 Sonora Court site and 0.4 mile from the 1154 Sonora Court site. Therefore, it is possible that some employees and residents of the project would ride these buses. Based on a VTA article from November 2022, ridership continues to be less than pre-pandemic conditions, with approximately 76% of the daily ridership observed in March 2020. Therefore, it is assumed that VTA has sufficient capacity to accommodate additional riders.

Transit Travel Time Impacts
Currently, eight bus routes travel within the project vicinity through the study intersections. To assess the transit travel time impacts, the bus route travel times in the study area under background plus project conditions were compared to background conditions. Bus route travel times are estimated using published schedules and adjusted based on delays experienced at study intersection movements. VTA does not have established criteria to determine impacts to transit services. Therefore, this analysis is presented for information purposes only.

The results show that there would be minimal changes in transit delay in the study area under the project scenario. For all bus routes, the project would increase route delay by less than two seconds during the peak hours. The proposed project would be located within and consistent with the Lawrence Station Area Plan (LSAP) Update, and the cumulative transit related impacts are included in the traffic impact analysis report prepared by the LSAP-Update study. The project is expected to worsen left-turn queuing at five left-turn movements (identified in above section). The bus routes would not turn left at these five left-turn movements. The results of the transit travel time comparison are summarized in Table 15.

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Table 15
Transit Travel Time Delay Analysis

Background
Route
VTA ACE Gray 1
PM 40 135.7 144.5 144.5 0 0.000%
AM 32 200 321.6 321.6 0 0.000%
VTA ACE Yellow 2
PM 32 72.4 73.1 73.4 0.3 0.016%
AM 32 64.7 65.8 65.8 0 0.000%
VTA 20
Eastbound AM 49 65 65.6 65.6 0 0.000%
PM 54 58.1 58.2 58.2 0 0.000%
Westbound AM 53 75 75.1 75.1 0 0.000%
PM 52 55.7 56.1 56.1 0 0.000%
VTA 21
Eastbound AM 98 55 55.3 55.3 0 0.000%
PM 102 62.3 62.9 62.9 0 0.000%
Westbound AM 98 62.5 62.7 62.7 0 0.000%
PM 102 61.1 62.7 62.7 0 0.000%
VTA 22
Eastbound AM 113 33.1 35.6 36.3 0.7 0.010%
PM 138 23 27.3 28.5 1.2 0.014%
Westbound AM 124 27.8 32.8 33.8 1 0.013%
PM 124 24.8 26.5 27 0.5 0.007%
VTA 55
Northbound AM 53 117.6 225.6 225.6 0 0.000%
PM 57 86.4 87.2 87.2 0 0.000%
Southbound AM 47 9 9 9 0 0.000%
PM 49 19.3 21.4 21.4 0 0.000%
VTA 57
Northbound AM 48 64.7 65.8 65.8 0 0.000%
PM 56 65.3 66.2 66.4 0.2 0.006%
Southbound AM 51 62.2 64.2 64.2 0 0.000%
PM 56 72.4 73.1 73.4 0.3 0.009%
VTA 522
Eastbound AM 95 33.1 35.6 36.3 0.7 0.012%
PM 113 23 27.3 28.5 1.2 0.018%
Westbound AM 101 27.8 32.8 33.8 1 0.016%
PM 103 24.8 26.5 27 0.5 0.008%
Notes
1 2
Peak
Hour
Background + ProjectExisting
Delay in the
Study Area
(sec)
Delay in the
Study Area
(sec)
Delay in the
Study Area
(sec)
Change
in Delay
(sec)
% Change in
Travel Time
Travel
Time
(min)
VTA ACE Yellow operates with southbound services during the AM peak commute period and northbound services during the PM peak commute period.

Southbound
Northbound
Southbound
Northbound
VTA ACE Gray operates with southbound services during the AM peak commute period and northbound services during the PM peak commute period.

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Potential Impacts to Pedestrian Facilities
The proposed project is expected to generate pedestrian walking trips between the project site and the nearby Lawrence Caltrain Station. The project is also located within a half-mile walking distance of one Tulip Kids Academy preschool. As part of the proposed project, sidewalks would be added on the Sonora Court project frontages. The project proposes a 6-foot-wide detached sidewalk with a 25-foot- wide buffer along the project frontages. Detached sidewalks provide barriers between pedestrians and roadway traffic and would improve pedestrian safety and comfort levels. The project also proposes a new pedestrian path, including a proposed sliding gate and raised crosswalk, that would create a continuous pedestrian network from the Caltrain station through to Sonora Court along the east side of the 1170 Sonora Court site. It should be noted that this proposed connection would also require improvements on the Caltrain parking lot, which would require Caltrain approval. The proposed connection would also create a continuous pedestrian network between the 1170 Sonora Court site and the nearby preschool when the sidewalk for the project at 1155 and 1175 Aster Avenue is constructed.

The project is consistent with the proposed LSAP-Update plan and would improve pedestrian facilities by providing sidewalks and a continuous connection between the 1170 Sonora Court project site and the Lawrence Caltrain Station.

Potential Impacts to Bicycle Facilities
Within the immediate project vicinity, bike lanes are present on Kifer Road, Evelyn Avenue, Aster Avenue, Reed Avenue, portions of Monroe Street, Wolfe Road, Arques Avenue/Scott Boulevard, and Bowers Avenue (see Figure 4 in Chapter 2). The project site is located within an industrial area, and nearby streets, including Sonora Court and San Zeno Way, currently carry relatively low traffic volumes.

The proposed project is expected to generate bicycle trips between the project site and the Lawrence Caltrain Station. The project is also located within two miles (10-minute biking distance) of several schools. There are currently no continuous bicycle facilities connecting the project site to these destinations. New Class II bike lanes are planned along Sonora Court that would improve the connectivity between the project site and these destinations. After the bike lanes are constructed, there would be a continuous bicycle network between the project sites and Ponderosa Elementary School via Sonora Court, the shared-use path on the Intuitive Surgical site, Kifer Road, Wolfe Road, Reed Avenue, and Sequoia Drive. The project is consistent with the proposed LSAP-Update plan.

Site Access and Circulation
The evaluation of site access and circulation is based on the project site plans dated January 10, 2023.

Site access and circulation were reviewed in accordance with generally accepted traffic engineering standards.

Site Access
The project-generated traffic would access the project sites via one full access driveway at each site along Sonora Court. Both driveways would provide access to two levels of below-grade parking garages for residents and employees, and a loading area for trash pick-up. An additional driveway would be provided at the 1154 Sonora Court site for emergency vehicle access. Currently, the 1154 Sonora Court site has three full-access driveways, and the 1170 Sonora Court site has two full access driveways, all of which connect to surface parking lots.

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Driveway Design
According to the Sunnyvale Municipal Code Section 19.46.120(b)(4), two-way driveways should have a minimum width of 20 feet. Based on the site plans, both driveways would be 26 feet wide. Therefore, the project would exceed the requirement.

Driveway Queuing
A queuing analysis was performed for the westbound approaches at the project driveways to determine whether inbound project traffic would cause significant operational issues on Sonora Court. The queuing analysis (shown on Table 16) indicates that the 95th percentile queue for the westbound left- turn movements at the projects’ driveways is expected to be a maximum of 50 feet during either peak hour. Therefore, the queues would not be expected to cause significant operational issues on westbound Sonora Court.

Table 16
Queuing Analysis – Project Driveways

Truck Access
Emergency response vehicles would access the 1154 Sonora Court site from along Sonora Court and a fire lane along the east and west sides of the proposed building. Emergency response vehicles would access the 1170 Sonora Court site from along Sonora Court and a fire lane along the west side of the proposed building. The site plans show a loading area located along the west sides of the project buildings for trash pick-up and large delivery vehicles. At both project sites, trash would be staged at the rear of the driveway, at the southwest corner of the sites, and trucks would utilize the loading area for turning maneuvers. Based on the site plans, on-street parking would only be permitted on the north side of Sonora Court, due to the addition of a bike lane on the south side. However, on-street parking is assumed to be allowed on both sides of the street until the bike lanes are constructed. Thus, rideshare vehicles and smaller delivery and service trucks may be able to park on the street, subject to the availability of spaces.

Sight Distance at the Project Driveways
The project driveways should be free and clear of any obstructions to optimize sight distance, thereby ensuring that exiting vehicles can see pedestrians on the sidewalk and other roadway users traveling Movement: WBL WBL WBL WBL
Peak Hour: AM PM AM PM
Background Plus Project
Cycle/Delay1 (sec) 7.6 7.5 7.6 7.8
Volume (vphpl ) 204 129 292 165
Avg. Queue (veh/ln.) 0 0 1 0
Avg. Queue2 (ft./ln) 0 0 25 0
95th%. Queue (veh/ln.) 2 1 2 2
95th%. Queue2 (ft./ln) 50 25 50 50
Notes:
1 2 Assumes 25 feet per vehicle queued.

Vehicle queue calculations are based on movement delay for unsignalized intersections.
1170 Sonora
Court Driveway
1154 Sonora
Court Driveway
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on Sonora Court. Landscaping, signage, and parking should be located in such a way to ensure an unobstructed view for drivers exiting the sites. Providing the appropriate sight distance reduces the likelihood of a collision at the driveways and provides drivers with the ability to locate sufficient gaps in traffic and exit a driveway.

The minimum acceptable sight distance is based on the Caltrans recommended stopping sight distance. Both project driveways would allow all movements, thus the project traffic exiting these driveways would need to have adequate sight distance in both directions. Sight distance requirements vary depending on roadway speeds. For driveways on Sonora Court, which has an implied speed limit of 25 mph, the Caltrans stopping sight distance is 200 feet (based on a design speed of 30 mph). Thus, a driver must be able to see 200 feet in both directions on Sonora Court to locate a sufficient gap to turn out of the driveway. There are no roadway curves on Sonora Court that would obstruct the vision of exiting drivers. Thus, vehicles at the site driveway would be expected to have adequate sight distance.

According to the site plan, the existing mature redwood and cedar trees along Sonora Court would be maintained at both project sites. These trees have a high canopy and would not obstruct the view of drivers exiting the project driveway.

On-street parking is currently permitted along both sides of Sonora Court. Based on the site plans, on- street parking would not be present on the south side of Sonora Court, due to the addition of a bike lane. However, on-street parking is assumed to be allowed until the bike lanes are constructed.

Recommendation: Red curbs should be painted for 25 feet on both sides of the project driveways to ensure adequate sight distance.

On-Site Circulation
The project sites would each have one main driveway aisle that provides access to the parking garages and loading areas. The 1154 Sonora Court site would have a secondary driveway aisle for emergency vehicle access. The surface parking aisles would be 26 feet wide, which would be adequate for two- way vehicle travel. According to the Sunnyvale Municipal Code Section 19.46.120(b)(5), two-way drive aisles with 90-degree parking spaces should have a minimum width of 24 feet. Based on the site plans, the drive aisles would be 24 – 28 feet wide. The garage drive aisles include valet parking spaces within the drive aisles. Therefore, the project would exceed the requirement during the self-park hours.

Valet Parking Operations
Based on the 1154 and 1170 Sonora Court Parking Management Plan by Walker Consultants, dated January 2023, the parking garages would operate as valet only on Monday through Friday from 7:00 AM to 7:00 PM during office hours. The facilities would be self-park at all other times. During valet hours, valet attendants would direct parkers into available self-park spaces until they approach full utilization. After that, valet attendants would issue a valet claim check ticket and store the valet-assist car keys in a digital locking key box. Keys for any valet parked cars still on-site at the end of valet operations would be brought to the security desk, from which parkers would retrieve them after hours.

Parking Stall Dimensions
The Sunnyvale Municipal Code Section 19.46.120(b)(1)(A) requires that standard parking spaces be a minimum of 8.5 feet wide by 18 feet long. Based on the site plans, the standard parking spaces would meet the requirements.

The Americans with Disabilities Act (ADA) standard for parking stall dimensions is 18 feet long and 8 feet wide, or 11 feet wide for van-accessible spaces, with 5-foot-wide access aisles. Van-accessible spaces may be 8 feet wide if adjacent access aisles are also 8 feet wide. The site plan shows the Attachment 18

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accessible parking stalls to be 8.5 feet wide and 18 feet long. Access aisles adjacent to van-accessible spaces measure to be 8 feet wide.

Bicycle and Pedestrian Circulation
At the 1154 Sonora Court site, short-term bicycle parking would be provided in bike racks along the northern edge of the building, adjacent to the sidewalk. Long-term bicycle parking for the residential use would be provided within a storage room adjacent to the residential lobby and mail room, near the entry court. Long-term bicycle parking for the office use would be provided within a storage room, adjacent to the office showers and lockers, accessible via the driveway at the western edge of the project site. The project would remove three existing driveways and add two new driveways. The project proposes detached sidewalks along the street fronting the project site. Pedestrian access to the project site would be provided via the lobbies and entry court accessible from Sonora Court.

At the 1170 Sonora Court site, short-term bicycle parking would be provided in bike racks along the northern edge of the project frontage, between the sidewalk and the roadway. Long-term bicycle parking for the office use would be provided within a storage room adjacent to the office lobby and office showers and lockers. Bicycle storage for the residential use would be provided within a storage room in Level B1 of the parking garage adjacent to the residential lobby elevators. The project would remove two existing driveways and add one new driveway. The project proposes detached sidewalks along the street fronting the project site. Pedestrian access to the project site would be provided via the lobbies and entry court accessible from Sonora Court. Pedestrians would also have access along the eastern edge of the project site to a small retail area at the southeast corner. A proposed sliding gate and raised crosswalk would provide direct access to the Lawrence Caltrain Station.

Parking
Vehicle Parking
The 1154 and 1170 Sonora Court Parking Study by Walker Consultants, dated January 2023, details the project’s parking requirements, the recommended parking supply, and the parking spaces provided.

Based on the Sunnyvale Municipal Code LSAP with State Density Bonus requirements, the project would be required to provide 477 parking spaces at the 1154 Sonora Court site and 271 parking spaces at the 1170 Sonora Court site. However, under AB 2097, which was approved in September of 2022, public agencies may not impose any minimum automobile parking requirement on any residential development project that is located within ½ mile of public transit. The project site is located within ½ mile of the Lawrence Caltrain Station. Thus, the project requests a parking reduction using AB 2097.

The project would provide a total of 352 parking spaces at the 1154 Sonora Court site and 207 parking spaces at the 1170 Sonora Court site.

The Parking Study conducted by Walker Consultants recommends a parking supply of 346 parking spaces at the 1154 Sonora Court site and 207 parking spaces at the 1170 Sonora Court site. This is based on an expected 35 percent reduction in single-occupancy vehicle trip generation as a result of a transportation demand management (TDM) plan and a shared parking management strategy that includes valet parking during peak office hours. The shared parking strategy is detailed in the 1154 and 1170 Sonora Court Parking Management Plan by Walker Consultants, dated January 2023. Based on the proposed parking supply, the project would meet the recommendations provided in the Parking Study.

Bicycle Parking Requirements
The project proposes to provide a total of 79 bicycle parking spaces at the 1154 Sonora Court site and a total of 48 bicycle parking spaces at the 1170 Sonora Court site. The proposed bicycle parking and Attachment 18

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the LSAP requirements are summarized in Tables 17 and 18. Based on LSAP parking requirements, the proposed project bicycle parking would not meet the requirements.

Recommendation: Prior to final design, the project should provide the number of bicycle parking spaces required by the LSAP.

Table 17
1154 Sonora Court Bicycle Parking Requirements

Land Use
Proposed
Office ksf
Class I / Long Term 18
Class II / Short Term 6
Residential units
Class I / Long Term 43
Class II / Short Term 12
79 LSAP Parking Requirements 1
Office
Class I / Long Term 18
Class II / Short Term 6
Residential
Class I / Long Term 44
Class II / Short Term 12
80 Notes
ksf = 1,000 square feet
1 Rate
Source: Sunnyvale Municipal Code, Chapter 19.35 Lawrence Station Area Specific Plan District, Table 19.35.080B: LSAP Bicycle Parking Requirements
Total Bicycle Parking Spaces Required
1 per 75% of 6.0 ksf
1 per 25% of 6.0 ksf
1 per 4 units
1 per 15 units
Total Bicycle Parking Spaces Provided
Bicycle Parking
Spaces
Size
142.270
174
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Table 18
1170 Sonora Court Bicycle Parking Requirements

Land Use
Proposed
Office ksf
Class I / Long Term 10
Class II / Short Term 3
Residential units
Class I / Long Term 27
Class II / Short Term 8
Retail ksf
Class I / Long Term 0
Class II / Short Term 0
48 LSAP Parking Requirements 1
Office
Class I / Long Term 10
Class II / Short Term 4
Residential
Class I / Long Term 27
Class II / Short Term 8
Retail
Class I / Long Term 1
Class II / Short Term 1
51 Notes
ksf = 1,000 square feet
1 1 per 25% of 6.0 ksf
1 per 4 units
1 per 15 units
Total Bicycle Parking Spaces Required
Source: Sunnyvale Municipal Code, Chapter 19.35 Lawrence Station Area Specific Plan District, Table 19.35.080B: LSAP Bicycle Parking Requirements
1 per 30 employees
1 per 6.0 ksf
Total Bicycle Parking Spaces Provided
Rate
1 per 75% of 6.0 ksf
Size

79.211
106

0.377
Bicycle Parking
Spaces
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6. Conclusions
This report presents the results of the local transportation analysis (LTA) conducted for the proposed 1154 and 1170 Sonora Court project in Sunnyvale, California. The project would build two residential and office mixed-use developments within the Lawrence Station Area Plan (LSAP) area on the south side of Sonora Court. For the 1154 Sonora Court site, the 1.887-acre site is currently developed with an office building with 33,362 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 142,270 square feet of office space on the first three levels and 174 apartment units on the fourth to seventh levels with two levels of underground parking. For the 1170 Sonora Court site, the 1.088-acre site is currently developed with an office building with 14,902 square feet and a surface parking lot. The project will demolish the existing building and construct a seven-story building consisting of 79,211 square feet of office space on the first three levels and 106 apartment units on the fourth to seventh levels with two levels of underground parking. Vehicle access to both sites would be via driveways on Sonora Court.

This study was conducted for the purpose of identifying the potential near-term adverse traffic effects related to the proposed development. The project is consistent with the Lawrence Station Area Plan (LSAP) Update, and the potential long-term adverse traffic effects are presented in the traffic study conducted for the LSAP-Update.

Intersection Level of Service Results
The intersection level of service analysis showed that based on City of Sunnyvale and CMP intersection impact criteria, the project would generate adverse intersection effects at two signalized intersections during one peak period.

Potential Improvements Strategies for Intersection Impacts Improvement options were studied for the two affected signalized intersections. An adverse intersection effect can be satisfactorily addressed by implementing measures that would restore intersection conditions to the LOS standard or to an average delay equal to without-project conditions or better.

Lawrence Expressway & Kifer Road (#3)
Under background conditions, the LOS would be an unacceptable LOS F during the PM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet the City of Sunnyvale’s adverse intersection effect criteria.

Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

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Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Lawrence Expressway & Reed Avenue/Monroe Street (#4) [CMP] Under background conditions, the LOS would be an unacceptable LOS F during the AM peak hour. The addition of project traffic would increase both the critical-movement delay and V/C ratio sufficient to meet VTA’s CMP adverse intersection effect criteria.

Potential Improvement: The City of Sunnyvale Traffic Impact Fee Update Study has identified an improvement to provide a grade separation at this intersection. This would improve the north- south flow of traffic and potentially address the project’s adverse effects.

Projects within the LSAP are required to pay the TIF, which would constitute their fair share contribution towards the cost of the improvement.

Freeway Effects
The results of the freeway analysis show that both study freeway segments on US 101 are operating at LOS F in the northbound direction in the morning and LOS F in the southbound direction in the evening.

However, the results show that the project would not have an adverse effect on any freeway segments.

Freeway Ramp Effects
The results of the ramp analysis show that the study freeway ramps currently have sufficient capacity to service the existing traffic volumes and the ramps would continue to have sufficient capacity to serve the project traffic volumes under project conditions.

Other Transportation Issues
Hexagon conducted a site plan review, queuing analysis, pedestrian, bicycle and transit facility analysis and parking analysis for the proposed project. Our recommendation is listed below.

Recommendation
• Red curbs should be painted for 25 feet on both sides of the project driveways to ensure adequate sight distance.
• Prior to final design, the project should provide the number of bicycle parking spaces required by the LSAP.

Attachment 18

1154 and 1170 Sonora Court LTA
Technical Appendices

September 5, 2023
Attachment 18

Appendix A
Traffic Counts

Attachment 18

LAWRENCE EXPY LAWRENCE EXPYOAKMEAD PKWYE DUANE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 44 LAWRENCE EXPY & OAKMEAD PKWY AM
Wednesday, February 5, 2020Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
2,223 3,406
450
307
3,0641,786
696
934

0.96 N
S
E W

0.88 0.84

0.95 0.82
(9,575)(6,558)
(1,192)
(874)
(2,272)
(1,738)
(8,458)(5,225)
562
4 175
222
169
59 228
90 378
0 0
1,482203
2,802
42 17

E DUANE AVE

OAKMEAD PKWY

LAWRENCE EXPY

LAWRENCE EXPY
5 0
4 0
N
S
E W
00 22
2 3
0 0
0 0
0 0
0 0
4 0
0 1
0 0
0 1
0 1
N
S
EW
0 0
0 0
0 0
1 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 3 16 521 1 50 3280 48 3 0 10 9 1,114 2 1 0 45,47924 21 5 75 7:15 AM 3 43 525 0 42 3340 52 6 0 11 12 1,230 0 2 1 55,94740 49 11 102 7:30 AM 3 65 654 0 29 3560 81 12 0 8 33 1,468 1 0 1 16,25643 28 10 146 7:45 AM 4 61 684 1 45 3690 103 31 0 12 55 1,667 0 0 0 16,43378 51 4 169 8:00 AM 6 37 664 0 48 3760 114 30 0 13 44 1,582 0 0 0 06,37066 56 14 114 8:15 AM 3 67 699 3 35 3540 83 11 0 19 38 1,539 0 0 3 46,27038 46 11 132 8:30 AM 4 38 755 0 47 3830 78 18 0 15 32 1,645 0 0 1 06,27746 69 13 147 8:45 AM 5 23 681 0 46 3970 103 29 0 15 37 1,604 0 0 0 66,15435 93 15 125 9:00 AM 8 26 676 1 55 3470 106 20 0 21 16 1,482 0 0 1 86,09730 78 6 92 9:15 AM 6 30 691 0 45 3790 98 17 0 19 19 1,546 1 1 0 031 75 5 131 9:30 AM 1 23 659 1 57 4380 89 16 0 12 19 1,522 0 0 0 036 60 10 101 9:45 AM 4 29 633 1 57 4501 82 17 0 19 16 1,547 1 2 1 123 62 4 149 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 9 0 0 4 13 0 0 0 0 0 170 0 0 0
Lights 200 2,761 41 166 1,434 552369 90 228 59 168 219 6,3080 0 17 4 Mediums 3 32 1 9 44 96 0 0 0 1 3 1080 0 0 0
Total 378 90 228 59 169 222 203 2,802 42 175 1,482 562 6,4330 0 17 4 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYOAKMEAD PKWYE DUANE AVE
(303) 216-2439
www.alltrafficdata.net
Location: 44 LAWRENCE EXPY & OAKMEAD PKWY PM
Wednesday, February 5, 2020Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 04:30 PM - 05:30 PM
Peak 15-Minutes: 05:15 PM - 05:30 PM
3,511 2,100
404
589
1,6492,951
857
781

0.91 N
S
E W

0.93 0.87

0.92 0.88
(5,854)(10,230)
(1,098)
(1,766)
(2,236)
(2,369)
(4,588)(8,429)
503
6 355
254
95 55
227
183
447
0 0
2,647183
1,393
51 22

E DUANE AVE

OAKMEAD PKWY

LAWRENCE EXPY

LAWRENCE EXPY
14 8
7 12
N
S
E W
62 52
4 10
2 10
0 0
4 0
0 0
1 0
0 1
0 0
0 0
0 0
N
S
EW
0 0
0 0
0 0
0 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 6 42 288 0 73 7010 94 41 0 12 12 1,490 0 1 0 16,06246 52 16 107 4:15 PM 2 28 311 1 66 6850 95 31 0 17 24 1,450 2 5 4 06,11039 48 8 95 4:30 PM 5 44 388 0 84 6830 107 42 0 11 10 1,572 4 1 2 46,42151 44 11 92 4:45 PM 3 45 352 2 97 6420 74 41 0 13 28 1,550 5 2 1 56,38752 65 10 126 5:00 PM 9 50 289 0 81 6350 126 48 0 13 32 1,538 0 3 1 26,34355 60 17 123 5:15 PM 5 44 364 4 93 6870 140 52 0 18 25 1,761 3 2 3 36,27669 85 13 162 5:30 PM 4 51 319 4 124 5520 105 47 0 7 23 1,538 0 2 1 36,08256 76 12 158 5:45 PM 10 37 292 1 118 5330 120 56 0 11 30 1,506 8 0 11 76,02041 61 19 177 6:00 PM 8 26 286 1 107 5380 121 53 0 13 27 1,471 0 0 3 25,88059 71 13 148 6:15 PM 6 35 330 1 97 6790 122 36 0 9 12 1,567 0 0 0 045 51 13 131 6:30 PM 11 43 342 2 90 6770 75 31 0 9 9 1,476 0 0 4 039 40 20 88 6:45 PM 10 35 303 7 71 5890 85 22 0 11 19 1,366 0 0 1 253 50 13 98 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 2 0 0 2 01 0 0 0 0 2 70 0 0 0
Lights 181 1,377 50 350 2,627 490439 182 226 55 95 249 6,3490 0 22 6 Mediums 2 14 1 5 18 137 1 1 0 0 3 650 0 0 0
Total 447 183 227 55 95 254 183 1,393 51 355 2,647 503 6,4210 0 22 6 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYE ARQUES AVEE ARQUES AVE
(303) 216-2439
www.alltrafficdata.net
Location: 45 LAWRENCE EXPY & E ARQUES AVE AM
Thursday, February 6, 2020Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:30 AM - 08:45 AM
1,609 3,170
679
565
3,7661,477
443
1,285

0.96 N
S
E W

0.92 0.91

0.94 0.93
(8,385)(4,839)
(1,691)
(1,601)
(3,271)
(1,304)
(9,958)(4,535)
381
14 66
69 472
138
171
131
140
0 1
1,148431
2,947
368
20 E ARQUES AVE

E ARQUES AVE

LAWRENCE EXPY

LAWRENCE EXPY
4 4
4 5
N
S
E W
13 04
1 3
4 1
1 0
1 0
1 0
8 0
1 3
0 2
1 6
0 1
N
S
EW
1 0
1 1
1 0
0 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 8 46 517 3 8 2680 21 9 0 14 25 1,024 0 0 0 15,10118 9 29 49 7:15 AM 1 49 517 3 8 2990 28 16 0 29 57 1,144 1 1 0 05,67228 5 49 55 7:30 AM 0 73 699 2 13 3160 32 18 0 20 63 1,405 0 1 1 06,16431 11 68 59 7:45 AM 4 85 730 3 12 3350 25 33 0 40 86 1,528 0 0 1 06,44324 20 70 61 8:00 AM 8 88 722 5 17 2921 39 32 0 31 119 1,595 2 1 1 06,49747 14 83 97 8:15 AM 3 89 738 2 21 3070 36 24 0 45 117 1,636 2 1 0 06,46941 25 103 85 8:30 AM 4 128 787 1 14 2800 26 43 0 28 125 1,684 1 0 1 26,31143 10 87 108 8:45 AM 5 126 700 6 14 2690 39 32 0 34 111 1,582 0 2 2 26,16040 20 95 91 9:00 AM 12 104 637 5 3 3020 42 35 0 48 78 1,567 3 2 0 16,19456 13 128 104 9:15 AM 4 102 544 8 19 2911 41 39 0 45 100 1,478 0 1 0 053 15 105 111 9:30 AM 2 111 577 9 12 2820 39 49 0 30 100 1,533 2 1 3 168 23 113 118 9:45 AM 7 112 559 9 24 3030 52 46 0 63 101 1,616 1 2 1 057 17 130 136 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 2 4 0 0 3 12 0 2 0 1 0 150 0 0 0
Lights 426 2,901 366 64 1,096 374131 124 161 135 456 68 6,3341 0 18 13 Mediums 3 42 2 2 49 67 7 8 3 15 1 1480 0 2 1
Total 140 131 171 138 472 69 431 2,947 368 66 1,148 381 6,4971 0 20 14 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYKIFER RDKIFER RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 LAWRENCE EXPY & KIFER RD AM
Wednesday, March 7, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
1,760 4,229
653
691
4,4891,320
372
1,034

0.95 N
S
EW

0.94 0.92

0.91 0.89
(7,560)(3,428)
(1,141)
(1,253)
(1,857)
(638)
(8,139)(2,676)
450
0 176
238
345
70 116
141
114
0 1
1,134238
3,877
374
0 KIFER RD

KIFER RD

LAWRENCE EXPY

LAWRENCE EXPY
1 10
3 15
N
S
EW
82 21
1 0
2 13
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 44 531 1 34 2780 10 14 0 11 43 1,198 1 0 0 06,07238 32 80 82 7:15 AM 0 51 661 2 35 2760 16 12 0 16 54 1,350 0 2 0 06,62134 33 82 78 7:30 AM 0 44 937 2 33 2840 26 17 0 18 85 1,716 3 1 0 07,05923 47 108 92 7:45 AM 0 61 962 1 30 3340 22 28 0 18 83 1,808 0 0 0 07,16726 48 89 106 8:00 AM 0 69 879 0 56 3191 21 29 0 24 77 1,747 5 5 0 07,27429 46 91 106 8:15 AM 0 52 975 0 43 2750 33 39 0 19 86 1,788 3 3 0 133 60 77 96 8:30 AM 0 51 946 0 33 2920 28 36 0 21 88 1,824 0 1 0 026 68 112 123 8:45 AM 0 66 1,077 0 44 2480 32 37 0 6 94 1,915 4 1 2 028 64 94 125 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 5 1 0 5 03 0 0 0 0 1 150 0 0 0
Lights 237 3,851 371 175 1,095 438107 137 112 60 338 230 7,1521 0 0 0 Mediums 1 21 2 1 34 124 4 4 10 7 7 1070 0 0 0
Total 114 141 116 70 345 238 238 3,877 374 176 1,134 450 7,2741 0 0 0 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYKIFER RD KIFER RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 LAWRENCE EXPY & KIFER RD AM
Tuesday, April 25, 2023Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:30 AM - 09:30 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
1,947 3,666
630
988
4,1611,547
503
1,040

0.97 N
S
E W

0.95 0.97

0.90 0.82
(9,312)(5,591)
(1,540)
(2,280)
(2,688)
(1,348)
(10,318)(4,517)
455
6 262
231
264
135
184
151
168
0 0
1,224321
3,261
575
4 KIFER RD

KIFER RD

LAWRENCE EXPY

LAWRENCE EXPY
6 6
3 4
N
S
E W
42 12
5 1
1 3
2 0
1 0
0 0
0 0
0 0
0 0
0 0
0 1
N
S
EW
2 0
0 0
0 0
0 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 24 369 0 47 1920 19 14 0 18 24 894 0 0 1 04,85837 33 45 72 7:15 AM 1 41 431 1 61 2550 32 11 0 16 30 1,126 0 0 0 05,49330 35 93 89 7:30 AM 1 50 597 0 53 2650 32 12 0 22 28 1,280 0 0 0 06,08536 37 47 100 7:45 AM 0 75 697 0 56 3530 35 34 0 31 40 1,558 0 0 0 06,53144 24 64 105 8:00 AM 0 55 662 0 52 3880 26 25 0 16 47 1,529 0 0 0 16,83449 42 57 110 8:15 AM 1 68 793 0 47 3580 35 20 0 26 52 1,718 0 0 0 07,13542 56 101 119 8:30 AM 2 61 771 0 52 3320 52 40 0 40 64 1,726 1 3 2 27,24138 45 115 114 8:45 AM 1 81 877 0 60 2890 35 42 0 31 46 1,861 2 1 0 27,17835 57 191 116 9:00 AM 0 72 833 4 85 2910 29 45 0 30 78 1,830 0 1 0 07,10553 67 130 113 9:15 AM 1 107 780 2 65 3120 52 24 0 34 76 1,824 1 1 1 258 62 139 112 9:30 AM 0 82 664 4 46 2580 58 32 0 41 60 1,663 1 0 0 084 68 143 123 9:45 AM 1 82 788 1 76 2970 37 31 0 38 56 1,788 3 0 1 070 70 125 116 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 2 0 0 3 63 1 0 0 1 3 190 0 0 0
Lights 319 3,234 575 257 1,155 439155 144 178 129 252 224 7,0710 0 4 6 Mediums 2 25 0 5 66 1010 6 6 6 11 4 1510 0 0 0
Total 168 151 184 135 264 231 321 3,261 575 262 1,224 455 7,2410 0 4 6 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYKIFER RDKIFER RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 LAWRENCE EXPY & KIFER RD PM
Wednesday, March 7, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 04:15 PM - 05:15 PM
Peak 15-Minutes: 04:30 PM - 04:45 PM
3,922 1,698
757
1,168
1,6454,456
1,333
335

0.97 N
S
EW

0.93 0.94

0.95 0.91
(3,421)(7,684)
(1,561)
(2,332)
(695)
(2,599)
(3,314)(8,710)
94 14
317
277
179
301
652
503
178
0 0
3,49762
1,229
348
6 KIFER RD

KIFER RD

LAWRENCE EXPY

LAWRENCE EXPY
2 8
5 9
N
S
EW
53 32
2 0
6 3
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 2 16 289 0 69 7820 37 162 0 67 38 1,848 3 1 2 07,572185 74 97 30 4:15 PM 2 7 356 2 94 8450 37 114 0 63 40 1,917 1 1 0 07,657156 75 99 27 4:30 PM 1 13 300 5 87 9350 48 130 0 74 28 1,968 1 0 2 17,650161 68 90 28 4:45 PM 2 20 272 3 68 8380 45 147 0 77 48 1,839 3 1 1 17,542175 57 66 21 5:00 PM 1 22 301 4 68 8790 48 112 0 87 63 1,933 1 2 0 07,586160 77 93 18 5:15 PM 0 10 344 4 60 8790 38 117 0 66 66 1,910 5 1 2 0139 80 87 20 5:30 PM 1 11 297 2 74 8570 38 110 0 71 48 1,860 4 4 0 0133 82 102 34 5:45 PM 0 15 303 6 60 8680 47 131 0 75 55 1,883 3 2 2 0129 82 95 17 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 3 0 0 3 01 1 0 0 0 1 90 0 0 0
Lights 62 1,214 339 315 3,475 86175 499 651 301 175 273 7,5850 0 6 14 Mediums 0 12 9 2 19 82 3 1 0 4 3 630 0 0 0
Total 178 503 652 301 179 277 62 1,229 348 317 3,497 94 7,6570 0 6 14 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYKIFER RD KIFER RD
(303) 216-2439
www.alltrafficdata.net
Location: 1 LAWRENCE EXPY & KIFER RD PM
Tuesday, April 25, 2023Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes: 05:30 PM - 05:45 PM
3,242 1,904
831
1,046
1,9183,628
969
382

0.93 N
S
E W

0.86 0.96

0.90 0.96
(5,264)(8,511)
(2,239)
(3,039)
(1,005)
(2,806)
(5,323)(9,571)
122
12 342
337
170
324
536
212
221
0 0
2,76690
1,334
492
2 KIFER RD

KIFER RD

LAWRENCE EXPY

LAWRENCE EXPY
3 1
1 4
N
S
E W
10 01
0 3
4 0
0 0
0 0
0 0
3 1
0 0
0 0
0 2
1 2
N
S
EW
0 0
0 0
0 0
1 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 21 280 0 55 4180 68 60 0 78 34 1,320 0 0 0 06,041107 77 102 20 4:15 PM 0 11 349 2 83 6500 68 36 0 61 29 1,623 2 2 0 06,354123 63 120 28 4:30 PM 2 14 286 2 91 5850 57 78 0 51 31 1,510 0 0 0 16,543127 66 86 34 4:45 PM 1 19 288 2 92 5600 52 80 0 92 36 1,588 2 2 1 16,897132 95 115 24 5:00 PM 2 16 301 1 62 6410 55 63 0 76 41 1,633 0 0 0 06,960140 99 116 20 5:15 PM 0 23 296 4 73 8350 54 42 0 83 35 1,812 2 0 0 06,826135 84 116 32 5:30 PM 0 24 390 4 99 7210 53 46 0 82 58 1,864 2 0 1 06,650137 75 137 38 5:45 PM 0 27 347 3 108 5690 59 61 0 83 36 1,651 0 1 0 36,183124 79 123 32 6:00 PM 3 9 311 0 59 5750 71 45 0 86 26 1,499 0 0 0 15,878107 74 94 39 6:15 PM 0 25 308 2 83 6320 51 40 0 60 31 1,636 1 1 0 1129 70 177 28 6:30 PM 2 16 267 0 78 4990 40 41 0 74 34 1,397 0 0 0 1127 70 115 34 6:45 PM 0 22 226 2 86 4770 45 41 0 73 29 1,346 0 0 0 0112 68 136 29 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 1 1 0 0 1 00 0 0 0 0 0 30 0 0 0
Lights 88 1,321 489 342 2,742 120215 212 535 323 168 336 6,9050 0 2 12 Mediums 1 12 3 0 23 26 0 1 1 2 1 520 0 0 0
Total 221 212 536 324 170 337 90 1,334 492 342 2,766 122 6,9600 0 2 12 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYMONROE STREED AVE
(303) 216-2439
www.alltrafficdata.net
Location: 2 LAWRENCE EXPY & MONROE ST AM
Wednesday, March 7, 2018Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
1,370 4,789
1,046
369
4,0821,532
799
607

0.97 N
S
EW

0.92 0.87

0.91 0.92
(8,441)(2,699)
(2,113)
(897)
(1,229)
(1,545)
(7,200)(2,990)
199
1 89
501
310
235
215
176
408
0 0
1,08198
3,879
104
1 REED AVE

MONROE ST

LAWRENCE EXPY

LAWRENCE EXPY
0 4
9 1
N
S
EW
31 63
0 0
0 1
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 1 28 510 1 47 1750 52 76 0 33 54 1,202 1 0 7 06,26039 106 39 41 7:15 AM 0 21 612 0 32 2660 88 99 0 69 110 1,571 0 4 4 06,93627 143 66 38 7:30 AM 0 43 854 0 26 3290 85 34 0 83 82 1,755 0 1 1 07,19344 116 22 37 7:45 AM 1 48 847 0 28 2790 112 33 0 55 90 1,732 1 0 3 07,14057 126 26 30 8:00 AM 1 31 988 0 25 3020 111 44 0 53 82 1,878 0 0 1 07,29765 106 26 44 8:15 AM 0 28 987 0 34 2490 78 42 0 57 78 1,828 0 1 2 062 129 33 51 8:30 AM 0 19 829 1 14 2590 130 50 0 67 71 1,702 0 3 2 044 152 19 47 8:45 AM 0 20 1,075 0 16 2710 89 40 0 58 79 1,889 1 0 1 044 114 26 57 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 2 2 0 0 4 52 0 2 0 0 2 190 0 0 0
Lights 95 3,860 100 89 1,039 190401 173 210 231 304 496 7,1900 0 1 1 Mediums 1 17 4 0 38 45 3 3 4 6 3 880 0 0 0
Total 408 176 215 235 310 501 98 3,879 104 89 1,081 199 7,2970 0 1 1 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYEL CAMINO REAL (E)EL CAMINO REAL (E) (303) 216-2439
www.alltrafficdata.net
Location: 38 LAWRENCE EXPY & EL CAMINO REAL (E) AM
Tuesday, November 14, 2017Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes: 07:45 AM - 08:00 AM
0 451
1,823
809
6880
855
2,106

0.98 N
S
EW

0.00 0.93

0.91 0.93
(902)()
(3,347)
(1,501)
(3,845)
(1,609)
(1,292)()
0 0
0 208
1,615
0 0
658
193
0 4
0487
50 151
0 EL CAMINO REAL (E)

EL CAMINO REAL (E)

LAWRENCE EXPY

LAWRENCE EXPY
15 6
5 0
N
S
EW
42 23
6 9
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 67 14 0 0 00 52 103 0 0 238 544 0 0 3 12,9620 54 16 0 7:15 AM 0 86 11 0 0 00 56 125 0 0 357 715 0 2 1 13,2520 62 18 0 7:30 AM 0 111 13 0 0 00 75 149 0 0 404 842 0 1 1 13,3660 56 34 0 7:45 AM 0 105 14 0 0 02 45 170 0 0 437 861 0 2 1 73,3440 51 37 0 8:00 AM 0 125 10 0 0 00 38 191 0 0 389 834 0 0 1 33,2860 52 29 0 8:15 AM 0 146 13 0 0 02 35 148 0 0 385 829 0 1 2 30 49 51 0 8:30 AM 0 143 11 0 0 00 34 166 0 0 381 820 0 2 2 40 44 41 0 8:45 AM 0 131 20 0 0 01 40 177 0 0 335 803 0 4 2 50 53 46 0 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 2 0 2 0 0 01 3 0 0 4 0 120 0 0 0
Lights 479 50 147 0 0 0191 642 0 0 1,577 204 3,2944 0 0 0 Mediums 6 0 2 0 0 01 13 0 0 34 4 600 0 0 0
Total 193 658 0 0 1,615 208 487 50 151 0 0 0 3,3664 0 0 0 Attachment 18

LAWRENCE EXPY LAWRENCE EXPYEL CAMINO REAL (W)EL CAMINO REAL (W) (303) 216-2439
www.alltrafficdata.net
Location: 37 LAWRENCE EXPY & EL CAMINO REAL (W) AM
Tuesday, November 14, 2017Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 07:45 AM - 08:45 AM
Peak 15-Minutes: 08:00 AM - 08:15 AM
318 0
2,077
891
0473
936
1,967

0.98 N
S
EW

0.86 0.93

0.00 0.90
()(629)
(3,668)
(1,558)
(3,509)
(1,627)
()(857)
148
0 142
0 1,819
253
192
744
0 5
0 280
0 0
0 EL CAMINO REAL (W)

EL CAMINO REAL (W)

LAWRENCE EXPY

LAWRENCE EXPY
15 1
14 4
N
S
EW
01 104
6 9
1 3
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 0 0 0 11 50 0 110 0 37 215 435 0 0 1 12,64725 0 0 32 7:15 AM 0 0 0 0 24 90 0 122 0 43 309 597 1 0 0 33,06137 0 0 53 7:30 AM 0 0 0 0 39 130 0 166 0 63 411 780 0 0 3 13,26838 0 0 50 7:45 AM 0 0 0 0 29 80 0 206 0 61 442 835 2 0 3 23,33153 0 0 36 8:00 AM 0 0 0 0 38 110 0 174 1 61 476 849 0 0 4 53,27751 0 0 37 8:15 AM 0 0 0 0 47 30 0 189 0 57 416 804 0 0 3 552 0 0 40 8:30 AM 0 0 0 0 28 60 0 175 4 74 485 843 1 1 4 136 0 0 35 8:45 AM 0 0 0 0 37 80 0 154 4 67 442 781 2 0 3 739 0 0 30 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 1 0 20 1 1 0 6 0 110 0 0 0
Lights 0 0 0 140 28 1420 727 183 248 1,772 0 3,2450 5 0 0 Mediums 0 0 0 1 0 40 16 8 5 41 0 750 0 0 0
Total 0 744 192 253 1,819 0 0 0 0 142 28 148 3,3310 5 0 0 Attachment 18

CORVIN DR OAKMEAD PKWYCENTRAL EXPYCENTRAL EXPY
(303) 216-2439
www.alltrafficdata.net
Location: 46 CORVIN DR & CENTRAL EXPY AM
Thursday, February 6, 2020Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
176 739
2,592
1,357
333186
1,662
2,481

0.97 N
S
E W

0.65 0.95

0.83 0.94
(1,750)(492)
(8,091)
(3,267)
(7,956)
(3,960)
(926)(496)
120
1 32
371
2,170
38 125
1,270
263
13 4
23187
104
42 0

CENTRAL EXPY

CENTRAL EXPY

CORVIN DR

OAKMEAD PKWY
1 1
2 2
N
S
E W
10 20
1 0
2 0
3 0
2 0
0 0
6 0
0 2
0 0
0 2
0 3
N
S
EW
2 1
0 0
0 0
1 2
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 7 4 0 0 20 8 119 4 19 651 873 0 0 0 04,0908 39 5 7 7:15 AM 0 14 10 0 6 41 17 140 3 11 669 953 0 0 0 04,39512 41 9 16 7:30 AM 0 30 12 0 5 40 21 177 5 6 694 1,074 0 0 0 04,59913 61 20 26 7:45 AM 0 56 22 0 8 53 31 268 3 6 634 1,190 1 0 0 14,72226 68 10 50 8:00 AM 0 66 27 1 8 62 45 271 3 8 540 1,178 1 0 0 14,76320 102 12 67 8:15 AM 0 35 22 0 10 61 71 309 4 6 540 1,157 1 0 0 04,74133 93 10 17 8:30 AM 0 43 27 0 9 30 83 348 3 13 526 1,197 0 0 1 04,74629 85 10 18 8:45 AM 0 43 28 0 5 81 64 342 3 11 564 1,231 0 1 1 04,70943 91 10 18 9:00 AM 0 45 19 0 3 51 72 291 4 8 561 1,156 3 0 0 04,61638 79 12 18 9:15 AM 0 85 20 0 10 93 72 271 1 6 518 1,162 0 0 0 033 82 14 38 9:30 AM 0 86 21 0 3 43 67 262 5 8 528 1,160 0 0 0 032 92 8 41 9:45 AM 0 40 32 0 4 82 54 223 5 13 608 1,138 0 0 0 030 67 12 40 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 2 0 0 5 1 80 0 0 0
Lights 184 100 40 31 21 118260 1,251 124 36 2,133 364 4,6804 13 0 1 Mediums 3 4 2 1 2 23 17 1 2 32 6 750 0 0 0
Total 263 1,270 125 38 2,170 371 187 104 42 32 23 120 4,7634 13 0 1 Attachment 18

BOWERS AVE BOWERS AVECENTRAL EXPYCENTRAL EXPY
(303) 216-2439
www.alltrafficdata.net
Location: 23 BOWERS AVE & CENTRAL EXPY AM
Wednesday, November 15, 2017Date and Start Time:

Peak Rolling Hour Flow Rates
Peak Hour - All Vehicles
Traffic Counts
Note: Total study counts contained in parentheses.

Peak Hour - Pedestrians/Bicycles in Crosswalk
Peak Hour: 08:00 AM - 09:00 AM
Peak 15-Minutes: 08:45 AM - 09:00 AM
497 1,315
2,310
1,338
1,215498
1,589
2,460

0.91 N
S
EW

0.82 0.92

0.87 0.90
(2,064)(918)
(5,111)
(2,113)
(5,449)
(2,466)
(2,011)(880)
129
2 57
137
2,046
122
67 1,153
350
5 19
309266
826
123
0 CENTRAL EXPY

CENTRAL EXPY

BOWERS AVE

BOWERS AVE
1 0
1 4
N
S
EW
00 01
0 1
2 2
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrain Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 34 78 0 5 441 16 117 4 30 686 1,101 0 0 0 04,8958 44 17 17 7:15 AM 0 61 100 0 10 406 30 127 1 27 640 1,164 0 0 0 05,01513 41 21 47 7:30 AM 0 80 114 0 7 439 37 185 2 25 636 1,254 0 0 0 05,24316 21 19 60 7:45 AM 0 69 178 0 14 839 56 220 1 26 583 1,376 1 0 0 05,44527 34 25 51 8:00 AM 0 60 154 0 13 662 63 255 2 24 487 1,221 1 0 1 05,61119 25 25 26 8:15 AM 0 67 190 1 10 703 92 311 2 34 504 1,392 1 0 0 121 31 27 29 8:30 AM 0 75 226 1 16 777 93 271 0 37 524 1,456 1 0 0 013 38 41 37 8:45 AM 0 64 256 0 18 967 102 316 1 27 531 1,542 1 0 0 014 43 30 37 Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 5 2 0 2 00 6 0 0 7 0 220 0 0 0
Lights 265 801 119 47 295 125349 1,124 66 119 1,997 136 5,46919 5 0 2 Mediums 1 20 2 10 12 41 23 1 3 42 1 1200 0 0 0
Total 350 1,153 67 122 2,046 137 266 826 123 57 309 129 5,61119 5 0 2 Attachment 18

SAN ZENO WAY SAN ZENO WAYSONORA CT SONORA CT
(303) 216-2439
www.alltrafficdata.net
Location: 2 SAN ZENO WAY & SONORA CT AM
Tuesday, April 25, 2023Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 09:00 AM - 10:00 AM
Peak 15-Minutes: 09:30 AM - 09:45 AM
77 231
0 0
24348
15 56

0.86 N
S
E W

0.72 0.00

0.81 0.84
(565)(234)
()
()
(202)
(75)
(604)(146)
37 0
0 0
0 0
8 0
7 0
0 4019
224
0 0

SONORA CT

SONORA CT

SAN ZENO WAY

SAN ZENO WAY
0 0
0 16
N
S
E W
00 00
0 0
2 14
0 0
1 0
0 0
0 0
0 5
0 0
0 0
0 0
N
S
EW
0 0
0 0
0 0
0 0
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 7:00 AM 0 4 37 0 0 50 7 0 0 0 0 65 0 0 0 02670 0 0 12
7:15 AM 0 11 45 0 0 40 1 0 0 0 0 68 0 0 0 02812 0 0 5
7:30 AM 0 7 39 0 0 70 7 0 0 0 0 71 11 0 0 02923 0 0 8
7:45 AM 0 10 37 0 0 60 1 0 0 0 0 63 0 0 0 03002 0 0 7
8:00 AM 0 9 37 0 0 130 2 0 0 0 0 79 0 0 0 03116 0 0 12
8:15 AM 0 11 38 0 0 100 8 0 0 0 0 79 4 0 0 03072 0 0 10 8:30 AM 0 5 29 0 0 170 6 0 0 0 0 79 6 0 0 02972 0 0 20
8:45 AM 0 6 36 0 0 120 4 0 0 0 0 74 8 0 0 03157 0 0 9
9:00 AM 0 4 41 0 0 140 1 0 0 0 0 75 2 0 0 03351 0 0 14
9:15 AM 0 7 46 0 0 40 2 0 0 0 0 69 2 0 0 00 0 0 10
9:30 AM 0 3 72 0 0 80 2 0 0 0 0 97 12 0 0 04 0 0 8
9:45 AM 0 5 65 0 0 140 2 0 0 0 0 94 0 0 0 03 0 0 5
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 19 224 0 0 38 346 0 8 0 0 0 3290 0 0 0
Mediums 0 0 0 0 2 31 0 0 0 0 0 60 0 0 0
Total 7 0 8 0 0 0 19 224 0 0 40 37 3350 0 0 0
Attachment 18

SAN ZENO WAY SAN ZENO WAYSONORA CT SONORA CT
(303) 216-2439
www.alltrafficdata.net
Location: 2 SAN ZENO WAY & SONORA CT PM
Tuesday, April 25, 2023Date:

Peak Rolling Hour Flow Rates
Peak Hour - Motorized Vehicles Peak Hour - Bicycles Peak Hour - Pedestrians Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Peak Hour: 04:00 PM - 05:00 PM
Peak 15-Minutes: 04:15 PM - 04:30 PM
66 363
0 0
34191
68 21

0.94 N
S
E W

0.83 0.00

0.90 0.77
(1,095)(164)
()
()
(51)
(158)
(1,056)(232)
11 0
0 0
0 0
36 0
32 0
0 5510
331
0 0

SONORA CT

SONORA CT

SAN ZENO WAY

SAN ZENO WAY
0 0
0 7
N
S
E W
00 00
0 0
6 1
0 0
4 0
0 0
0 0
0 0
1 0
0 0
2 1
N
S
EW
0 0
0 0
0 0
0 1
0 0
0 0
Left Thru Right Total
EastboundInterval
Start Time
Rolling
Hour West East South North
Pedestrian Crossings
U-Turn
Westbound Northbound Southbound
Left Thru RightU-Turn Left Thru RightU-Turn Left Thru RightU-Turn 4:00 PM 0 1 81 0 0 160 11 0 0 0 0 124 0 0 0 047511 0 0 4 4:15 PM 0 4 92 0 0 120 9 0 0 0 0 127 3 0 0 04697 0 0 3
4:30 PM 0 2 80 0 0 110 5 0 0 0 0 112 2 0 0 045310 0 0 4 4:45 PM 0 3 78 0 0 160 7 0 0 0 0 112 2 0 0 04628 0 0 0
5:00 PM 0 2 85 0 0 120 8 0 0 0 0 118 1 0 0 04639 0 0 2
5:15 PM 0 1 75 0 0 170 10 0 0 0 0 111 5 0 0 04537 0 0 1 5:30 PM 0 4 82 0 0 160 7 0 0 0 0 121 7 0 0 045410 0 0 2 5:45 PM 0 1 87 0 0 130 3 0 0 0 0 113 3 0 0 04359 0 0 0
6:00 PM 1 4 85 0 0 100 1 0 0 0 0 108 3 0 0 04407 0 0 0
6:15 PM 0 0 92 0 0 110 5 0 0 0 0 112 2 0 0 02 0 0 2
6:30 PM 0 3 88 0 0 50 2 0 0 0 0 102 0 0 0 03 0 0 1
6:45 PM 0 6 99 0 0 50 3 0 0 0 0 118 6 0 0 04 0 0 1
Vehicle Type Left Thru Right
Eastbound
U-Turn
Westbound Northbound Southbound
TotalLeft Thru RightU-Turn Left Thru RightU-TurnLeft Thru RightU-Turn Articulated Trucks 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0
Lights 10 330 0 0 54 931 0 36 0 0 0 4700 0 0 0
Mediums 0 1 0 0 1 21 0 0 0 0 0 50 0 0 0
Total 32 0 36 0 0 0 10 331 0 0 55 11 4750 0 0 0
Attachment 18

Appendix B
Volume Summary

Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Lawrence Expressway& Duane Avenue/Oakmead Parkway Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 562 1482 179 222 169 59 42 2802 220 228 90 378 6433 Approved Project Trips
3375 Scott Blvd 14 27 4 2 47
3000 Bowers Ave 10 1 11
2400 Condensa St (NVDIA Phase 3) 3 3
3035 El Camino Real 1 1
3402 El Camino Real 2 5 7
3700 El Camino Real (retail portion) 4 10 14
3155 El Camino Real
3607 Kifer Rd 103 14 117
Santa Clara LSAP -5 112 107
3625 Peterson Way 14 32 6 1 2 8 63
2900 Lakeside Drive 7 6 13
1178 Sonora Court 1 23 24
1050 Kifer Rd (Phase 2) 28 4 32
1101 Elko Dr 11 11
1155 Aster Ave 6 38 44
871 and 895 E Fremont Ave 2 8 10
1 AMD Place -6 2 -4 18 -3 56 4 126 193
Total Approved Trips -6 184 66 16 -3 0 0 249 -3 56 12 126 697 Background Conditions 556 1666 245 238 166 59 42 3051 217 284 102 504 7130 Project Trips 0 97 0 0 0 0 0 46 1 6 0 0 150
Background + Project 556 1763 245 238 166 59 42 3097 218 290 102 504 7280 04/25/23
02/05/20
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 2
Traffix Node Number: 5611
Intersection Name: Lawrence Expressway& Arques Avenue
Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.77 1.00 1.00 1.00 1.00 1.00 0.88 1.00 1.00 1.00 1.00 Existing Conditions 381 1148 80 69 472 138 368 2947 451 171 131 141 6497 Approved Project Trips
3375 Scott Blvd 14 2 1 3 19 4 43
3000 Bowers Ave 10 1 7 18
2400 Condensa St (NVDIA Phase 3) 4 4
3035 El Camino Real 1 1
3402 El Camino Real 2 5 7
3700 El Camino Real (retail portion) 4 10 14
3155 El Camino Real
3607 Kifer Rd 103 14 117
Santa Clara LSAP -5 112 19 126
3625 Peterson Way 14 2 1 6 33 8 64
2900 Lakeside Drive 8 10 18
1178 Sonora Court 1 23 24
1050 Kifer Rd (Phase 2) 28 4 32
1101 Elko Dr 11 11
1155 Aster Ave 6 38 44
871 and 895 E Fremont Ave 2 8 10
1 AMD Place 2 32 24 1 -1 -4 10 14 18 96
Total Approved Trips 2 187 52 28 1 17 62 200 19 10 33 18 629 Background Conditions 383 1335 132 97 473 155 430 3147 470 181 164 159 7126 Project Trips 0 103 0 47 0 0 0 0 0 0 0 0 150
Background + Project 383 1438 132 144 473 155 430 3147 470 181 164 159 7276 04/25/23
02/06/20
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Lawrence Expressway& Kifer Road
Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.87 1.00 1.00 1.00 1.00 1.00 0.87 1.00 1.00 1.00 1.00 Existing Conditions 450 1134 176 238 345 70 374 3877 238 116 141 115 7274 Approved Project Trips
3375 Scott Blvd 3 24 27
3000 Bowers Ave 2 1 3 20 7 33
2400 Condensa St (NVDIA Phase 3) 1 8 9
3035 El Camino Real 1 1
3402 El Camino Real 2 5 7
3700 El Camino Real (retail portion) 4 10 14
3155 El Camino Real
3607 Kifer Rd 133 17 36 5 3 16 210
Santa Clara LSAP 4 99 45 42 -2 -2 186
3625 Peterson Way 8 46 54
2900 Lakeside Drive 8 10 18
1178 Sonora Court -1 -1 17 15
1050 Kifer Rd (Phase 2) 21 18 2 9 11 3 6 70
1101 Elko Dr 11 11
1155 Aster Ave 11 46 57
871 and 895 E Fremont Ave 2 8 10
1 AMD Place -1 25 1 -6 19
Total Approved Trips 153 63 21 101 65 45 27 170 47 25 8 16 741 Background Conditions 603 1197 197 339 410 115 401 4047 285 141 149 131 8015 Project Trips 0 0 126 0 0 0 47 0 0 36 0 0 209
Background + Project 603 1197 323 339 410 115 448 4047 285 177 149 131 8224 03/07/18
04/25/23
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 4
Traffix Node Number: 5613
Intersection Name: Lawrence Expressway& Reed Avenue/Monroe Street Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.87 1.00 1.00 1.00 1.00 1.00 0.87 1.00 1.00 1.00 1.00 Existing Conditions 199 1081 90 501 310 235 104 3879 99 215 176 408 7297 Approved Project Trips
3375 Scott Blvd 3 24 27
3000 Bowers Ave 3 20 23
2400 Condensa St (NVDIA Phase 3) 1 10 4 15
3035 El Camino Real 1 1
3402 El Camino Real 2 5 7
3700 El Camino Real (retail portion) 4 10 14
3155 El Camino Real
3607 Kifer Rd 1 3 1 4 21 11 41
Santa Clara LSAP 2 40 -2 40
3625 Peterson Way 1 6 38 8 53
2900 Lakeside Drive 8 10 18
1178 Sonora Court 9 7 1 -1 16
1050 Kifer Rd (Phase 2) 3 20 23
1101 Elko Dr 11 11
1155 Aster Ave 11 7 3 23 17 46 107
871 and 895 E Fremont Ave 2 8 10
1 AMD Place 25 1 26
Total Approved Trips 24 107 2 4 7 0 0 176 3 23 21 65 432 Background Conditions 223 1188 92 505 317 235 104 4055 102 238 197 473 7729 Project Trips 19 15 2 5 0 0 0 42 0 0 0 0 83
Background + Project 242 1203 94 510 317 235 104 4097 102 238 197 473 7812 04/25/23
03/07/18
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 5
Traffix Node Number: 1214
Intersection Name: Lawrence Expressway Ramps& El Camino Real Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 148 28 142 209 1361 259 151 50 488 193 549 198 3776 Approved Project Trips
3375 Scott Blvd 3 24 27
3000 Bowers Ave 3 20 23
2400 Condensa St (NVDIA Phase 3) 1 10 11
3035 El Camino Real 1 1 2
3402 El Camino Real 2 5 9 3 1 3 23
3700 El Camino Real (retail portion) 3 4 6 14 10 12 49
3155 El Camino Real
3607 Kifer Rd 3 21 24
Santa Clara LSAP 8 3 11
3625 Peterson Way 2 13 15
2900 Lakeside Drive 8 10 18
1178 Sonora Court 4 2 -1 5
1050 Kifer Rd (Phase 2) 3 20 23
1101 Elko Dr 11 11
1155 Aster Ave 8 1 9
871 and 895 E Fremont Ave 2 1 1 5 8 17
1 AMD Place 25 1 26
Total Approved Trips 15 50 15 7 15 3 1 116 6 15 18 33 294 Background Conditions 163 78 157 216 1376 262 152 166 494 208 567 231 4070 Project Trips 0 11 5 12 0 0 0 30 0 0 0 0 58
Background + Project 163 89 162 228 1376 262 152 196 494 208 567 231 4128 04/25/23
11/14/17
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 6
Traffix Node Number: 5325
Intersection Name: Oakmead Parkway & Central Expressway Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 120 23 33 371 2170 51 42 104 187 125 1270 267 4763 Approved Project Trips
3375 Scott Blvd 3 19 22
3000 Bowers Ave 3 2 1 37 43
2400 Condensa St (NVDIA Phase 3) 3 33 36
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd 21 1 2 24
Santa Clara LSAP -2 -3 10 7 52 49 113
3625 Peterson Way 6 33 39
2900 Lakeside Drive 4 4 8
1178 Sonora Court -1 1 23 5 28
1050 Kifer Rd (Phase 2) 11 2 13
1101 Elko Dr
1155 Aster Ave 5 8 13
871 and 895 E Fremont Ave 1 3 4
1 AMD Place 2 -4 3 19 20
Total Approved Trips 13 -2 5 -4 45 -3 12 30 6 0 156 105 363 Background Conditions 133 21 38 367 2215 48 54 134 193 125 1426 372 5126 Project Trips 0 0 0 0 22 0 5 47 10 0 0 0 84
Background + Project 133 21 38 367 2237 48 59 181 203 125 1426 372 5210 04/25/23
02/06/20
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 7
Traffix Node Number: 5329
Intersection Name: Bowers Avenue & Central Expressway
Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 129 310 59 137 2052 127 123 828 267 67 1156 370 5628 Approved Project Trips
3375 Scott Blvd 1 17 3 3 24
3000 Bowers Ave 140 70 1 14 5 7 237
2400 Condensa St (NVDIA Phase 3) 4 7 3 2 1 1 33 51
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd 21 1 2 24
Santa Clara LSAP -1 -1 -2 4 19 50 12 81
3625 Peterson Way 2 5 27 13 47
2900 Lakeside Drive 3 4 7
1178 Sonora Court -1 1
1050 Kifer Rd (Phase 2) 11 2 13
1101 Elko Dr
1155 Aster Ave 5 8 13
871 and 895 E Fremont Ave 1 3 4
1 AMD Place 8 -1 20 27
Total Approved Trips -1 154 15 31 55 70 8 49 4 0 124 19 528 Background Conditions 128 464 74 168 2107 197 131 877 271 67 1280 389 6156 Project Trips 0 0 0 0 22 0 0 0 0 0 5 0 27
Background + Project 128 464 74 168 2129 197 131 877 271 67 1285 389 6183 04/25/23
11/15/17
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 8
Traffix Node Number: 8
Intersection Name: San Zeno Way & Sonora Court
Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 37 40 0 0 0 0 0 224 19 8 0 7 335
Approved Project Trips
3375 Scott Blvd
3000 Bowers Ave
2400 Condensa St (NVDIA Phase 3)
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd
Santa Clara LSAP
3625 Peterson Way
2900 Lakeside Drive
1178 Sonora Court -1 29 17 45
1050 Kifer Rd (Phase 2)
1101 Elko Dr
1155 Aster Ave
871 and 895 E Fremont Ave
1 AMD Place
Total Approved Trips 0 0 0 0 0 0 0 0 -1 29 0 17 45
Background Conditions 37 40 0 0 0 0 0 224 18 37 0 24 380 Project Trips 65 0 0 0 0 0 0 0 172 61 0 36 334
Background + Project 102 40 0 0 0 0 0 224 190 98 0 60 714 04/25/23
04/25/23
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - AM Peak Hour Intersection Number: 9
Traffix Node Number: 9
Intersection Name: 1154 Sonora Court Driveway& Sonora Court Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Trips 0 0 0 0 0 149 60 0 0 0 0 0 209
Background + Project 0 0 0 0 55 149 60 0 0 0 61 0 325
Intersection Number: 10
Traffix Node Number: 10
Intersection Name: 1170 Sonora Court Driveway& Sonora Court Peak Hour: AM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Trips 0 0 0 0 149 88 37 0 0 0 60 0 334
Background + Project 0 0 0 0 204 88 37 0 0 0 121 0 450
04/25/23
01/00/00
04/25/23
01/00/00
Hexagon Transportation Consultants, Inc.
8/4/2023
AM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 1
Traffix Node Number: 1
Intersection Name: Lawrence Expressway& Duane Avenue/Oakmead Parkway Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 503 2647 361 254 95 55 51 1393 205 227 183 447 6421 Approved Project Trips
3375 Scott Blvd 3 24 5 12 44
3000 Bowers Ave 2 8 10
2400 Condensa St (NVDIA Phase 3) 1 5 1 7
3035 El Camino Real
3402 El Camino Real 5 4 9
3700 El Camino Real (retail portion) 19 12 31
3155 El Camino Real
3607 Kifer Rd 19 93 112
Santa Clara LSAP 124 48 172
3625 Peterson Way 3 7 34 9 15 2 70
2900 Lakeside Drive 7 13 20
1178 Sonora Court 20 7 27
1050 Kifer Rd (Phase 2) 5 25 30
1101 Elko Dr 9 9
1155 Aster Ave 43 23 66
871 and 895 E Fremont Ave 9 5 14
1 AMD Place 109 16 3 6 49 1 -5 4 183
Total Approved Trips 109 269 38 52 12 0 0 272 50 1 -3 4 804 Background Conditions 612 2916 399 306 107 55 51 1665 255 228 180 451 7225 Project Trips 0 45 0 0 0 0 0 96 6 1 0 0 148
Background + Project 612 2961 399 306 107 55 51 1761 261 229 180 451 7373 04/25/23
02/05/20
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 2
Traffix Node Number: 5611
Intersection Name: Lawrence Expressway& Arques Avenue
Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.80 1.00 1.00 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00 Existing Conditions 140 2612 137 87 200 360 162 1276 234 748 544 347 6847 Approved Project Trips
3375 Scott Blvd 3 12 4 17 4 1 41
3000 Bowers Ave 2 3 8 3 1 17
2400 Condensa St (NVDIA Phase 3) 1 5 6
3035 El Camino Real
3402 El Camino Real 5 4 9
3700 El Camino Real (retail portion) 19 12 31
3155 El Camino Real
3607 Kifer Rd 19 93 112
Santa Clara LSAP 124 48 8 180
3625 Peterson Way 3 15 9 36 7 2 72
2900 Lakeside Drive 13 7 20
1178 Sonora Court 20 7 27
1050 Kifer Rd (Phase 2) 5 25 30
1101 Elko Dr 9 9
1155 Aster Ave 43 23 66
871 and 895 E Fremont Ave 9 5 14
1 AMD Place 16 -3 4 22 12 27 8 1 6 93
Total Approved Trips 16 244 10 56 28 66 18 259 19 1 4 6 727 Background Conditions 156 2856 147 143 228 426 180 1535 253 749 548 353 7574 Project Trips 0 46 0 102 0 0 0 0 0 0 0 0 148
Background + Project 156 2902 147 245 228 426 180 1535 253 749 548 353 7722 04/25/23
02/06/20
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 3
Traffix Node Number: 3
Intersection Name: Lawrence Expressway& Kifer Road
Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.79 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00 1.00 1.00 Existing Conditions 94 3497 331 277 179 301 348 1229 68 652 503 178 7657 Approved Project Trips
3375 Scott Blvd 22 5 27
3000 Bowers Ave 15 6 18 3 1 43
2400 Condensa St (NVDIA Phase 3) 6 1 2 2 11
3035 El Camino Real
3402 El Camino Real 5 4 9
3700 El Camino Real (retail portion) 19 12 31
3155 El Camino Real
3607 Kifer Rd 24 3 7 33 23 107 197
Santa Clara LSAP 148 46 19 18 42 5 45 5 328
3625 Peterson Way 49 10 59
2900 Lakeside Drive 13 7 20
1178 Sonora Court 20 7 5 32
1050 Kifer Rd (Phase 2) 4 3 2 2 18 2 35 66
1101 Elko Dr 9 9
1155 Aster Ave 49 27 76
871 and 895 E Fremont Ave 9 5 14
1 AMD Place -9 4 22 -2 15
Total Approved Trips 19 176 171 62 28 38 54 108 9 56 71 145 937 Background Conditions 113 3673 502 339 207 339 402 1337 77 708 574 323 8594 Project Trips 0 0 51 0 0 0 18 0 0 82 0 0 151
Background + Project 113 3673 553 339 207 339 420 1337 77 790 574 323 8745 03/07/18
04/25/23
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 4
Traffix Node Number: 5613
Intersection Name: Lawrence Expressway& Reed Avenue/Monroe Street Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 0.72 1.00 1.00 1.00 1.00 1.00 0.81 1.00 1.00 1.00 1.00 Existing Conditions 353 3216 366 195 223 151 202 1245 161 673 488 240 7513 Approved Project Trips
3375 Scott Blvd 22 5 27
3000 Bowers Ave 18 3 21
2400 Condensa St (NVDIA Phase 3) 8 5 2 1 16
3035 El Camino Real
3402 El Camino Real 5 4 9
3700 El Camino Real (retail portion) 19 12 31
3155 El Camino Real
3607 Kifer Rd 10 19 4 1 4 2 40
Santa Clara LSAP 1 17 44 6 68
3625 Peterson Way 9 40 8 2 59
2900 Lakeside Drive 13 7 20
1178 Sonora Court 3 1 1 1 6 12
1050 Kifer Rd (Phase 2) 18 3 21
1101 Elko Dr 9 9
1155 Aster Ave 49 2 26 14 7 27 125
871 and 895 E Fremont Ave 9 5 14
1 AMD Place 4 22 26
Total Approved Trips 72 193 5 2 7 0 0 134 26 14 8 37 498 Background Conditions 425 3409 371 197 230 151 202 1379 187 687 496 277 8011 Project Trips 40 40 1 2 0 0 0 16 0 0 0 0 99
Background + Project 465 3449 372 199 230 151 202 1395 187 687 496 277 8110 04/25/23
03/07/18
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 5
Traffix Node Number: 1214
Intersection Name: Lawrence Expressway Ramps& El Camino Real Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 260 17 504 145 787 137 198 16 362 288 1521 178 4413 Approved Project Trips
3375 Scott Blvd 22 5 27
3000 Bowers Ave 18 3 21
2400 Condensa St (NVDIA Phase 3) 8 2 10
3035 El Camino Real
3402 El Camino Real 5 4 7 2 3 9 30
3700 El Camino Real (retail portion) 19 22 32 18 21 15 127 3155 El Camino Real
3607 Kifer Rd 19 4 23
Santa Clara LSAP 3 1 3 9 16
3625 Peterson Way 13 3 16
2900 Lakeside Drive 13 7 20
1178 Sonora Court 1 1 2 4 8
1050 Kifer Rd (Phase 2) 18 3 21
1101 Elko Dr 9 9
1155 Aster Ave 5 9 14
871 and 895 E Fremont Ave 9 5 1 1 3 5 24
1 AMD Place 4 22 26
Total Approved Trips 44 103 12 18 34 2 3 59 33 19 33 32 392 Background Conditions 304 120 516 163 821 139 201 75 395 307 1554 210 4805 Project Trips 0 29 12 5 0 0 0 11 0 0 0 0 57
Background + Project 304 149 528 168 821 139 201 86 395 307 1554 210 4862 04/25/23
11/14/17
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 6
Traffix Node Number: 5325
Intersection Name: Oakmead Parkway & Central Expressway Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 222 293 274 81 1860 133 105 51 44 83 2233 32 5411 Approved Project Trips
3375 Scott Blvd 17 4 21
3000 Bowers Ave 1 13 3 6 6 29
2400 Condensa St (NVDIA Phase 3) 34 8 42
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd 4 4 12 20
Santa Clara LSAP 62 69 3 2 24 22 182
3625 Peterson Way 36 7 43
2900 Lakeside Drive 7 7 14
1178 Sonora Court 1 -1 7 1 8
1050 Kifer Rd (Phase 2) 2 10 12
1101 Elko Dr
1155 Aster Ave 6 4 10
871 and 895 E Fremont Ave 3 2 5
1 AMD Place -5 1 17 7 20
Total Approved Trips 60 62 -4 1 80 69 6 12 7 0 73 40 406 Background Conditions 282 355 270 82 1940 202 111 63 51 83 2306 72 5817 Project Trips 0 0 0 0 5 0 20 102 23 0 0 0 150
Background + Project 282 355 270 82 1945 202 131 165 74 83 2306 72 5967 04/25/23
02/06/20
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 7
Traffix Node Number: 5329
Intersection Name: Bowers Avenue & Central Expressway
Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 276 885 179 83 1300 161 327 453 125 187 2402 135 6513 Approved Project Trips
3375 Scott Blvd 6 3 1 1 11
3000 Bowers Ave 24 12 7 85 32 44 204
2400 Condensa St (NVDIA Phase 3) 1 2 5 28 7 7 8 58
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd 4 4 15 23
Santa Clara LSAP 14 21 55 5 2 8 21 5 131
3625 Peterson Way 13 29 6 3 51
2900 Lakeside Drive 7 7 14
1178 Sonora Court 1 -1
1050 Kifer Rd (Phase 2) 2 10 12
1101 Elko Dr
1155 Aster Ave 6 4 10
871 and 895 E Fremont Ave 3 2 5
1 AMD Place -1 18 7 2 26
Total Approved Trips 14 64 38 18 120 17 13 111 8 0 93 49 545 Background Conditions 290 949 217 101 1420 178 340 564 133 187 2495 184 7058 Project Trips 0 0 0 0 5 0 0 0 0 0 20 0 25
Background + Project 290 949 217 101 1425 178 340 564 133 187 2515 184 7083 04/25/23
11/15/17
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 8
Traffix Node Number: 8
Intersection Name: San Zeno Way & Sonora Court
Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Existing Conditions 15 76 0 0 0 0 0 455 14 50 0 44 653
Approved Project Trips
3375 Scott Blvd
3000 Bowers Ave
2400 Condensa St (NVDIA Phase 3)
3035 El Camino Real
3402 El Camino Real
3700 El Camino Real (retail portion)
3155 El Camino Real
3607 Kifer Rd
Santa Clara LSAP
3625 Peterson Way
2900 Lakeside Drive
1178 Sonora Court 12 27 6 5 50
1050 Kifer Rd (Phase 2)
1101 Elko Dr
1155 Aster Ave
871 and 895 E Fremont Ave
1 AMD Place
Total Approved Trips 12 0 0 0 0 0 0 0 27 6 0 5 50
Background Conditions 27 76 0 0 0 0 0 455 41 56 0 49 703 Project Trips 28 0 0 0 0 0 0 0 69 149 0 82 328
Background + Project 55 76 0 0 0 0 0 455 110 205 0 131 1031 04/25/23
04/25/23
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

1154 and 1170 Sonora Court LTA Volume Spreadsheet - PM Peak Hour Intersection Number: 9
Traffix Node Number: 9
Intersection Name: 1154 Sonora Court Driveway& Sonora Court Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Trips 0 0 0 0 0 61 145 0 0 0 0 0 206
Background + Project 0 0 0 0 68 61 145 0 0 0 105 0 379
Intersection Number: 10
Traffix Node Number: 10
Intersection Name: 1170 Sonora Court Driveway& Sonora Court Peak Hour: PM Date of Analysis:

Count Date:

Scenario: 1154 & 1170 Sonora Court LTA
Movements
North Approach East Approach South Approach West Approach Scenario: RT TH LT RT TH LT RT TH LT RT TH LT Total
INDEX 7 6 5 13 12 11 4 3 2 10 9 8
PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Volume Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Trips 0 0 0 0 61 36 86 0 0 0 145 0 328
Background + Project 0 0 0 0 129 36 86 0 0 0 250 0 501
04/25/23
01/00/00
01/00/00
04/25/23
Hexagon Transportation Consultants, Inc.
8/4/2023
PM
1154 & 1170 Sonora Court Volume Spreadsheet 8-3-23.xlsx Attachment 18

Appendix C
Level of Service Calculations

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #1: Lawrence Expwy & Oakmead Pkwy

Signal=Protect/Rights=Overlap
Final Vol: 562 1482 179***
Lanes: 1 0 4 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 2/5/2020 Rights=Overlap Lanes: Final Vol:

378

2 Cycle Time (sec): 194

1 222

0 Loss Time (sec): 12

0 90*** 2

Critical V/C: 0.499

2 169
0 Avg Crit Del (sec/veh): 33.8

0 228 1

Avg Delay (sec/veh): 38.5

2 59***
LOS: D+

Lanes: 2 0 4 0 1
Final Vol: 220 2802*** 42
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Oakmead Pkwy Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 20 99 99 21 100 100 24 36 36 15 26 26 Y+R: 6.4 6.2 6.2 6.3 6.2 6.2 5.6 5.5 5.5 5.6 5.6 5.6 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Feb 2020 << 7:45 AM - 8:45 AM Base Vol: 220 2802 42 179 1482 562 378 90 228 59 169 222 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 220 2802 42 179 1482 562 378 90 228 59 169 222 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 220 2802 42 179 1482 562 378 90 228 59 169 222 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 220 2802 42 179 1482 562 378 90 228 59 169 222 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 220 2802 42 179 1482 562 378 90 228 59 169 222 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 220 2802 42 179 1482 562 378 90 228 59 169 222 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 7600 1750 3150 7600 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.37 0.02 0.06 0.20 0.32 0.12 0.02 0.13 0.02 0.04 0.13 Crit Moves: **** **** **** **** Green Time: 19.6 98.8 114.2 20.7 99.8 124.2 24.4 35.5 55.1 15.4 26.4 47.1 Volume/Cap: 0.69 0.72 0.04 0.53 0.38 0.50 0.95 0.13 0.46 0.24 0.33 0.52 Uniform Del: 84.3 37.0 16.8 82.1 28.4 18.5 84.2 66.3 57.2 83.8 75.8 63.7 IncremntDel: 6.4 0.7 0.0 1.6 0.1 0.4 33.4 0.1 0.7 0.5 0.4 1.2 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.75 0.60 1.00 0.74 0.47 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 90.7 28.5 10.1 83.7 21.2 9.0 117.6 66.4 57.9 84.3 76.1 64.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 90.7 28.5 10.1 83.7 21.2 9.0 117.6 66.4 57.9 84.3 76.1 64.9 LOS by Move: F C B+ F C+ A F E E+ F E- E HCM2kAvgQ: 7 25 1 6 9 9 17 2 12 2 5 12 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #1: Lawrence Expwy & Oakmead Pkwy

Signal=Protect/Rights=Overlap
Final Vol: 503 2647*** 361
Lanes: 1 0 4 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 2/5/2020 Rights=Overlap Lanes: Final Vol:

447***

2 Cycle Time (sec): 189

1 254

0 Loss Time (sec): 12

0 183 2

Critical V/C: 0.620

2 95***
0 Avg Crit Del (sec/veh): 53.2

0 227 1

Avg Delay (sec/veh): 48.3

2 55
LOS: D

Lanes: 2 0 4 0 1
Final Vol: 205*** 1393 51
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Oakmead Pkwy Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 22 79 79 29 86 86 32 48 48 10 25 25 Y+R: 6.4 6.2 6.2 6.3 6.2 6.2 5.6 5.5 5.5 5.6 5.6 5.6 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 5 Feb 2020 << 4:30 PM - 5:30 PM Base Vol: 205 1393 51 361 2647 503 447 183 227 55 95 254 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 205 1393 51 361 2647 503 447 183 227 55 95 254 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 205 1393 51 361 2647 503 447 183 227 55 95 254 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 205 1393 51 361 2647 503 447 183 227 55 95 254 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 205 1393 51 361 2647 503 447 183 227 55 95 254 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 205 1393 51 361 2647 503 447 183 227 55 95 254 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 7600 1750 3150 7600 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.18 0.03 0.11 0.35 0.29 0.14 0.05 0.13 0.02 0.03 0.15 Crit Moves: **** **** **** **** Green Time: 21.5 78.4 88.7 28.6 85.4 117.6 32.2 47.2 68.7 10.3 25.3 53.8 Volume/Cap: 0.57 0.44 0.06 0.76 0.77 0.46 0.83 0.19 0.36 0.32 0.19 0.51 Uniform Del: 79.4 39.6 27.4 76.9 43.6 18.9 75.8 55.8 44.0 85.9 72.7 56.5 IncremntDel: 2.2 0.1 0.0 6.9 1.1 0.3 10.7 0.1 0.3 1.1 0.2 0.9 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.88 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 81.6 34.9 22.3 83.9 44.7 19.3 86.4 55.9 44.3 87.0 72.9 57.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 81.6 34.9 22.3 83.9 44.7 19.3 86.4 55.9 44.3 87.0 72.9 57.4 LOS by Move: F C- C+ F D B- F E+ D F E E+ HCM2kAvgQ: 7 12 1 13 32 16 17 4 10 2 2 13 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #3: Lawrence Expwy & Kifer Rd

Signal=Protect/Rights=Overlap
Final Vol: 450 987 176***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 3/7/2018 Rights=Overlap Lanes: Final Vol:

115***

2 Cycle Time (sec): 181

0 238

0 Loss Time (sec): 12

1 141 2

Critical V/C: 0.903

1 345***
0 Avg Crit Del (sec/veh): 73.1

0 116 1

Avg Delay (sec/veh): 54.4

2 70
LOS: D-

Lanes: 2 0 3 0 1
Final Vol: 238 3373*** 374
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Kifer Rd Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 25 101 101 17 93 93 13 29 29 11 27 27 Y+R: 5.9 6.2 6.2 6.1 6.2 6.2 5.8 5.5 5.5 5.9 5.5 5.5 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 7 Mar 2018 << 8:00 AM - 9:00 AM Base Vol: 238 3877 374 176 1134 450 115 141 116 70 345 238 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 238 3877 374 176 1134 450 115 141 116 70 345 238 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 238 3877 374 176 1134 450 115 141 116 70 345 238 User Adj: 1.00 0.87 1.00 1.00 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 238 3373 374 176 987 450 115 141 116 70 345 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 238 3373 374 176 987 450 115 141 116 70 345 238 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 238 3373 374 176 987 450 115 141 116 70 345 238 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 0.98 0.94 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.16 0.84 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1750 3150 2173 1499 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.59 0.21 0.06 0.17 0.26 0.04 0.04 0.07 0.02 0.16 0.16 Crit Moves: **** **** **** **** Green Time: 25.2 101 111.8 17.1 93.1 105.9 12.8 28.8 54.0 10.8 26.9 44.0 Volume/Cap: 0.54 1.06 0.35 0.59 0.34 0.44 0.52 0.23 0.22 0.37 1.07 0.65 Uniform Del: 72.5 40.0 16.8 78.6 25.8 21.0 81.1 66.5 47.7 81.8 77.1 61.6 IncremntDel: 1.4 34.9 0.2 3.1 0.1 0.3 2.1 0.2 0.2 1.2 58.1 1.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.67 0.53 1.00 0.74 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 73.9 61.6 9.1 81.7 19.3 13.1 83.2 66.7 47.9 83.1 135 63.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 73.9 61.6 9.1 81.7 19.3 13.1 83.2 66.7 47.9 83.1 135 63.4 LOS by Move: E E A F B- B F E D F F E HCM2kAvgQ: 7 66 5 6 7 9 4 3 5 3 22 15 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #3: Lawrence Expwy & Kifer Rd

Signal=Protect/Rights=Overlap
Final Vol: 94 2763 331***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 3/7/2018 Rights=Overlap Lanes: Final Vol:

178

2 Cycle Time (sec): 190

0 277

0 Loss Time (sec): 12

1 503 2

Critical V/C: 0.773

1 179
0 Avg Crit Del (sec/veh): 163.9

0 652*** 1

Avg Delay (sec/veh): 101.6

2 301***
LOS: F

Lanes: 2 0 3 0 1
Final Vol: 68 983*** 348
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Kifer Rd Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 9 85 85 27 103 103 16 33 33 22 39 39 Y+R: 5.9 6.2 6.2 6.1 6.2 6.2 5.8 5.5 5.5 5.9 5.5 5.5 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 7 Mar 2018 << 4:15 PM - 5:15 PM Base Vol: 68 1229 348 331 3497 94 178 503 652 301 179 277 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 68 1229 348 331 3497 94 178 503 652 301 179 277 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 68 1229 348 331 3497 94 178 503 652 301 179 277 User Adj: 1.00 0.80 1.00 1.00 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 68 983 348 331 2763 94 178 503 652 301 179 277 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 68 983 348 331 2763 94 178 503 652 301 179 277 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 68 983 348 331 2763 94 178 503 652 301 179 277 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1750 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.17 0.20 0.11 0.48 0.05 0.06 0.13 0.37 0.10 0.09 0.16 Crit Moves: **** **** **** **** Green Time: 8.9 84.9 106.6 26.9 103 118.9 15.8 33.0 41.9 21.7 38.9 65.8 Volume/Cap: 0.46 0.39 0.35 0.74 0.89 0.09 0.68 0.76 1.69 0.84 0.46 0.46 Uniform Del: 88.2 35.1 22.9 78.2 38.6 14.1 84.6 74.8 74.1 82.4 66.3 48.2 IncremntDel: 2.3 0.1 0.2 6.6 3.7 0.0 7.0 5.2 321.4 15.6 0.3 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.03 1.54 1.85 1.11 1.79 2.11 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 93.4 54.1 42.5 93.4 72.8 29.8 91.7 80.0 395.4 98.0 66.7 48.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 93.4 54.1 42.5 93.4 72.8 29.8 91.7 80.0 395.4 98.0 66.7 48.6 LOS by Move: F D- D F E C F E- F F E D HCM2kAvgQ: 2 16 18 13 53 4 7 15 76 12 9 13 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing AM
Intersection #8: San Zeno Way & Sonora Court

Signal=Uncontrol/Rights=Include
Final Vol: 37 40 0
Lanes: 0 1 0 0 0

Signal=Stop

Signal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 4/25/2023 Rights=Include Lanes: Final Vol:

7 0

Cycle Time (sec): 100

0 0

0 Loss Time (sec): 0

0 0 1!

Critical V/C: 0.012

0 0
0 Avg Crit Del (sec/veh): 0.8

0 8 0

Avg Delay (sec/veh): 0.8

0 0
LOS: A

Lanes: 0 1 0 0 0
Final Vol: 19 224 0
Signal=Uncontrol/Rights=Include

Street Name: San Zeno Way Sonora Court Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 25 Apr 2023 << 9:00 AM - 10:00 AM Base Vol: 19 224 0 0 40 37 7 0 8 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 19 224 0 0 40 37 7 0 8 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 19 224 0 0 40 37 7 0 8 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 19 224 0 0 40 37 7 0 8 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 19 224 0 0 40 37 7 0 8 0 0 0 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 6.5 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 77 xxxx xxxxx xxxx xxxx xxxxx 321 321 59 xxxx xxxx xxxxx Potent Cap.: 1535 xxxx xxxxx xxxx xxxx xxxxx 677 600 1013 xxxx xxxx xxxxx Move Cap.: 1535 xxxx xxxxx xxxx xxxx xxxxx 671 592 1013 xxxx xxxx xxxxx Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.01 0.00 0.01 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 818 xxxxx xxxx xxxx xxxxx SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.1 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 9.5 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * A * * * * ApproachDel: xxxxxx xxxxxx 9.5 xxxxxx ApproachLOS: * * A * Note: Queue reported is the number of cars per lane.

Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 19 224 0 0 40 37 7 0 8 0 0 0 ApproachDel: xxxxxx xxxxxx 9.5 xxxxxx ------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.0]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=15]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=335] FAIL - Total volume less than 650 for intersection
with less than four approaches.
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 19 224 0 0 40 37 7 0 8 0 0 0 ------------|---------------||---------------||---------------||---------------| Major Street Volume: 320
Minor Approach Volume: 15
Minor Approach Volume Threshold: 523
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-7
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Existing PM
Intersection #8: San Zeno Way & Sonora Court

Signal=Uncontrol/Rights=Include
Final Vol: 15 76 0
Lanes: 0 0 0 0 0

Signal=Stop

Signal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: 4/25/2023 Rights=Include Lanes: Final Vol:

44 0

Cycle Time (sec): 100

0 0

0 Loss Time (sec): 0

0 0 0

Critical V/C: 0.091

0 0
0 Avg Crit Del (sec/veh): 1.8

0 50 0

Avg Delay (sec/veh): 1.8

0 0
LOS: B

Lanes: 0 0 0 0 0
Final Vol: 14 455 0
Signal=Uncontrol/Rights=Include

Street Name: San Zeno Way Sonora Court Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 25 Apr 2023 << 4:00 PM - 5:00 PM Base Vol: 14 455 0 0 76 15 44 0 50 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 14 455 0 0 76 15 44 0 50 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 14 455 0 0 76 15 44 0 50 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 14 455 0 0 76 15 44 0 50 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 14 455 0 0 76 15 44 0 50 0 0 0 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 6.5 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 91 xxxx xxxxx xxxx xxxx xxxxx 567 567 84 xxxx xxxx xxxxx Potent Cap.: 1517 xxxx xxxxx xxxx xxxx xxxxx 489 436 981 xxxx xxxx xxxxx Move Cap.: 1517 xxxx xxxxx xxxx xxxx xxxxx 485 432 981 xxxx xxxx xxxxx Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.09 0.00 0.05 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 664 xxxxx xxxx xxxx xxxxx SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.5 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 11.3 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * B * * * * ApproachDel: xxxxxx xxxxxx 11.3 xxxxxx ApproachLOS: * * B * Note: Queue reported is the number of cars per lane.

Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-8
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 14 455 0 0 76 15 44 0 50 0 0 0 ApproachDel: xxxxxx xxxxxx 11.3 xxxxxx ------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.3]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=94]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=654] SUCCEED - Total volume greater than or equal to 650 for intersection with less than four approaches.
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 14 455 0 0 76 15 44 0 50 0 0 0 ------------|---------------||---------------||---------------||---------------| Major Street Volume: 560
Minor Approach Volume: 94
Minor Approach Volume Threshold: 374
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-17
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #1214: LAWRENCE RAMPS / EL CAMINO REAL

Signal=Split/Rights=Overlap
Final Vol: 148 28*** 142
Lanes: 1 0 0 1 1

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/14/2017 Rights=Overlap Lanes: Final Vol:

198***

2 Cycle Time (sec): 130

1 209

0 Loss Time (sec): 12

0 549 2

Critical V/C: 0.552

3 1361***
1 Avg Crit Del (sec/veh): 35.8

0 193 0

Avg Delay (sec/veh): 34.5

2 259
LOS: C-

Lanes: 1 1 0 0 1
Final Vol: 488*** 50 151
Signal=Split/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 14 Nov 2017 << 7:45 AM - 8:45 AM Base Vol: 488 50 151 142 28 148 198 549 193 259 1361 209 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 488 50 151 142 28 148 198 549 193 259 1361 209 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 488 50 151 142 28 148 198 549 193 259 1361 209 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 488 50 151 142 28 148 198 549 193 259 1361 209 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 488 50 151 142 28 148 198 549 193 259 1361 209 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 488 50 151 142 28 148 198 549 193 259 1361 209 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.93 0.95 0.92 0.83 0.99 0.95 0.83 1.00 0.92 Lanes: 1.82 0.18 1.00 1.68 0.32 1.00 2.00 2.19 0.81 2.00 3.00 1.00 Final Sat.: 3220 330 1750 2965 585 1750 3150 4141 1456 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.15 0.15 0.09 0.05 0.05 0.08 0.06 0.13 0.13 0.08 0.24 0.12 Crit Moves: **** **** **** **** Green Time: 35.7 35.7 62.9 11.3 11.3 26.1 14.8 43.8 43.8 27.2 56.2 67.5 Volume/Cap: 0.55 0.55 0.18 0.55 0.55 0.42 0.55 0.39 0.39 0.39 0.55 0.23 Uniform Del: 40.3 40.3 19.0 56.9 56.9 45.4 54.5 32.9 32.9 44.3 27.5 17.1 IncremntDel: 0.7 0.7 0.1 2.2 2.2 0.8 1.9 0.1 0.1 0.4 0.3 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 41.0 41.0 19.1 59.1 59.1 46.2 56.3 33.1 33.1 44.7 27.8 17.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 41.0 41.0 19.1 59.1 59.1 46.2 56.3 33.1 33.1 44.7 27.8 17.2 LOS by Move: D D B- E+ E+ D E+ C- C- D C B HCM2kAvgQ: 10 10 4 3 3 5 4 7 7 5 13 5 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-18
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #1214: LAWRENCE RAMPS / EL CAMINO REAL

Signal=Split/Rights=Overlap
Final Vol: 260 17*** 504
Lanes: 1 0 0 1 1

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Include Vol Cnt Date: 11/15/2018 Rights=Overlap Lanes: Final Vol:

178

2 Cycle Time (sec): 100

1 145

0 Loss Time (sec): 12

0 1521*** 2

Critical V/C: 0.704

3 787
1 Avg Crit Del (sec/veh): 30.4

0 288 0

Avg Delay (sec/veh): 28.8

2 137***
LOS: C

Lanes: 1 1 0 0 1
Final Vol: 362*** 16 198
Signal=Split/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 10 10 10 10 10 10 7 10 10 7 10 10 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 15 Nov 2018 << 5:15 - 6:15 PM Base Vol: 362 16 198 504 17 260 178 1521 288 137 787 145 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 362 16 198 504 17 260 178 1521 288 137 787 145 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 362 16 198 504 17 260 178 1521 288 137 787 145 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 362 16 198 504 17 260 178 1521 288 137 787 145 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 16 198 504 17 260 178 1521 288 137 787 145 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 362 16 198 504 17 260 178 1521 288 137 787 145 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.93 0.95 0.92 0.93 0.95 0.92 0.83 0.99 0.95 0.83 1.00 0.92 Lanes: 1.92 0.08 1.00 1.94 0.06 1.00 2.00 2.50 0.50 2.00 3.00 1.00 Final Sat.: 3400 150 1750 3434 116 1750 3150 4707 891 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.11 0.11 0.15 0.15 0.15 0.06 0.32 0.32 0.04 0.14 0.08 Crit Moves: **** **** **** **** Green Time: 15.0 15.0 22.0 20.6 20.6 38.3 17.6 45.4 45.4 7.0 34.8 55.4 Volume/Cap: 0.71 0.71 0.52 0.71 0.71 0.39 0.32 0.71 0.71 0.62 0.40 0.15 Uniform Del: 40.5 40.5 34.3 36.9 36.9 22.4 36.0 22.0 22.0 45.2 24.7 10.8 IncremntDel: 4.5 4.5 1.2 3.3 3.3 0.4 0.3 1.0 1.0 5.4 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 45.0 45.0 35.5 40.2 40.2 22.8 36.3 23.0 23.0 50.6 24.8 10.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 45.0 45.0 35.5 40.2 40.2 22.8 36.3 23.0 23.0 50.6 24.8 10.9 LOS by Move: D D D+ D D C+ D+ C+ C+ D C B+ HCM2kAvgQ: 7 7 6 7 7 6 3 15 15 3 6 2 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-19
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5325: CENTRAL EXPWY/CORVIN DR-OAKMEAD PKWY

Signal=Permit/Rights=Overlap
Final Vol: 120 23 33
Lanes: 1 0 1 0 1

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 2/6/2020 Rights=Overlap Lanes: Final Vol:

267

1 Cycle Time (sec): 190

1 371

0 Loss Time (sec): 9

0 1270*** 2

Critical V/C: 0.494

2 2170
0 Avg Crit Del (sec/veh): 46.0

0 125 1

Avg Delay (sec/veh): 49.7

1 51***
LOS: D

Lanes: 1 0 1 1 0
Final Vol: 187*** 104 42
Signal=Permit/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 29 29 29 30 30 30 31 124 124 20 113 113 Y+R: 5.7 5.7 5.7 5.5 5.5 5.5 5.0 6.2 6.2 5.1 6.2 6.2 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 6 Feb 2020 << 8:00 AM - 9:00 AM Base Vol: 187 104 42 33 23 120 267 1270 125 51 2170 371 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 187 104 42 33 23 120 267 1270 125 51 2170 371 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 187 104 42 33 23 120 267 1270 125 51 2170 371 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 187 104 42 33 23 120 267 1270 125 51 2170 371 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 187 104 42 33 23 120 267 1270 125 51 2170 371 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 187 104 42 33 23 120 267 1270 125 51 2170 371 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.98 0.95 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 1.41 0.59 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1750 2635 1064 1750 1900 1750 1750 3800 1750 1750 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.11 0.04 0.04 0.02 0.01 0.07 0.15 0.33 0.07 0.03 0.57 0.21 Crit Moves: **** **** **** Green Time: 29.3 29.3 49.2 29.5 29.5 60.5 31.0 124 123.8 19.9 113 112.8 Volume/Cap: 0.69 0.26 0.15 0.12 0.08 0.22 0.93 0.51 0.11 0.28 0.96 0.36 Uniform Del: 76.1 70.8 54.3 69.1 68.6 47.4 78.5 17.3 12.4 78.4 36.6 19.9 IncremntDel: 7.5 0.2 0.1 0.2 0.1 0.2 36.2 0.2 0.0 0.8 11.4 0.2 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.13 2.25 2.25 1.00 1.00 1.00 Delay/Veh: 83.6 71.0 54.4 69.3 68.7 47.6 124.9 39.1 27.9 79.3 47.9 20.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 83.6 71.0 54.4 69.3 68.7 47.6 124.9 39.1 27.9 79.3 47.9 20.1 LOS by Move: F E D- E E D F D C E- D C+ HCM2kAvgQ: 11 4 3 2 1 5 20 31 6 3 62 11 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-20
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5325: CENTRAL EXPWY/CORVIN DR-OAKMEAD PKWY

Signal=Permit/Rights=Overlap
Final Vol: 222 293 274***
Lanes: 1 0 1 0 1

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/13/2018 Rights=Overlap Lanes: Final Vol:

32 1

Cycle Time (sec): 190

1 81

0 Loss Time (sec): 12

0 2233*** 2

Critical V/C: 0.875

2 1860
0 Avg Crit Del (sec/veh): 54.3

0 83 1

Avg Delay (sec/veh): 46.9

1 133***
LOS: D

Lanes: 1 0 1 1 0
Final Vol: 44 51 105
Signal=Permit/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 36 36 36 37 37 37 9 124 124 13 128 128 Y+R: 5.7 5.7 5.7 5.5 5.5 5.5 5.0 6.2 6.2 5.1 6.2 6.2 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Nov 2018 << 5:15 - 6:15 PM Base Vol: 44 51 105 274 293 222 32 2233 83 133 1860 81 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 51 105 274 293 222 32 2233 83 133 1860 81 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 44 51 105 274 293 222 32 2233 83 133 1860 81 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 51 105 274 293 222 32 2233 83 133 1860 81 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 51 105 274 293 222 32 2233 83 133 1860 81 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 51 105 274 293 222 32 2233 83 133 1860 81 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 0.92 1.00 0.92 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1750 1900 1750 1750 1900 1750 1750 3800 1750 1750 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.03 0.03 0.06 0.16 0.15 0.13 0.02 0.59 0.05 0.08 0.49 0.05 Crit Moves: **** **** **** Green Time: 37.0 37.0 53.1 37.0 37.0 46.3 9.3 125 124.9 16.1 132 131.7 Volume/Cap: 0.13 0.14 0.21 0.80 0.79 0.52 0.38 0.89 0.07 0.89 0.71 0.07 Uniform Del: 63.2 63.3 52.4 73.0 72.8 62.3 87.6 27.1 11.7 86.1 17.5 9.4 IncremntDel: 0.2 0.1 0.1 13.0 11.1 1.2 2.8 4.6 0.0 44.1 0.9 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.52 1.52 1.00 1.63 1.63 Delay/Veh: 63.4 63.4 52.6 86.0 83.9 63.4 90.3 45.9 17.9 130.2 29.4 15.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 63.4 63.4 52.6 86.0 83.9 63.4 90.3 45.9 17.9 130.2 29.4 15.3 LOS by Move: E E D- F F E F D B F C B HCM2kAvgQ: 2 2 5 17 16 12 2 61 3 9 42 3 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-21
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5329: CENTRAL EXPWY/BOWERS AVE

Signal=Protect/Rights=Overlap
Final Vol: 129 310 59***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/15/2017 Rights=Overlap Lanes: Final Vol:

370***

2 Cycle Time (sec): 180

1 137

0 Loss Time (sec): 12

0 1156 3

Critical V/C: 0.687

3 2052***
0 Avg Crit Del (sec/veh): 50.5

0 67 1

Avg Delay (sec/veh): 46.6

2 127
LOS: D

Lanes: 2 0 3 0 1
Final Vol: 267 828*** 123
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 14 10 10 14 10 10 14 78 78 14 85 85 Y+R: 7.3 6.3 6.3 7.3 6.1 6.1 5.5 6.2 6.2 5.8 6.2 6.2 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 15 Nov 2017 << 8:00 AM - 9:00 AM Base Vol: 267 828 123 59 310 129 370 1156 67 127 2052 137 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 267 828 123 59 310 129 370 1156 67 127 2052 137 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 267 828 123 59 310 129 370 1156 67 127 2052 137 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 267 828 123 59 310 129 370 1156 67 127 2052 137 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 267 828 123 59 310 129 370 1156 67 127 2052 137 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 267 828 123 59 310 129 370 1156 67 127 2052 137 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.15 0.07 0.02 0.05 0.07 0.12 0.20 0.04 0.04 0.36 0.08 Crit Moves: **** **** **** **** Green Time: 19.7 40.2 56.6 13.9 34.6 60.4 25.8 97.4 117.1 16.4 88.4 102.3 Volume/Cap: 0.77 0.65 0.22 0.24 0.28 0.22 0.82 0.37 0.06 0.44 0.73 0.14 Uniform Del: 78.0 63.5 45.5 78.1 62.1 42.9 74.8 23.8 11.4 77.5 36.4 18.2 IncremntDel: 10.5 1.2 0.2 0.5 0.1 0.2 11.3 0.1 0.0 1.1 1.0 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 88.5 64.7 45.7 78.6 62.2 43.1 86.2 23.9 11.5 78.6 37.4 18.3 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 88.5 64.7 45.7 78.6 62.2 43.1 86.2 23.9 11.5 78.6 37.4 18.3 LOS by Move: F E D E- E D F C B+ E- D+ B- HCM2kAvgQ: 9 13 5 2 5 5 12 12 1 4 30 4 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-22
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5329: CENTRAL EXPWY/BOWERS AVE

Signal=Protect/Rights=Overlap
Final Vol: 276 885*** 179
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/13/2018 Rights=Overlap Lanes: Final Vol:

135

2 Cycle Time (sec): 190

1 83

0 Loss Time (sec): 12

0 2402*** 3

Critical V/C: 0.712

3 1300
0 Avg Crit Del (sec/veh): 63.9

0 187 1

Avg Delay (sec/veh): 53.8

2 161***
LOS: D-

Lanes: 2 0 3 0 1
Final Vol: 125*** 453 327
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 15 39 39 16 40 40 16 96 96 14 95 95 Y+R: 7.3 6.3 6.3 7.3 6.1 6.1 5.5 6.2 6.2 5.8 6.2 6.2 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Nov 2018 << 5:15 - 6:15 PM Base Vol: 125 453 327 179 885 276 135 2402 187 161 1300 83 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 125 453 327 179 885 276 135 2402 187 161 1300 83 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 125 453 327 179 885 276 135 2402 187 161 1300 83 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 125 453 327 179 885 276 135 2402 187 161 1300 83 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 125 453 327 179 885 276 135 2402 187 161 1300 83 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 125 453 327 179 885 276 135 2402 187 161 1300 83 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 2.00 3.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 5700 1750 3150 5700 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.04 0.08 0.19 0.06 0.16 0.16 0.04 0.42 0.11 0.05 0.23 0.05 Crit Moves: **** **** **** **** Green Time: 15.0 39.1 53.1 16.0 40.1 57.8 17.7 109 123.9 14.0 105 121.2 Volume/Cap: 0.50 0.39 0.67 0.67 0.74 0.52 0.46 0.74 0.16 0.69 0.41 0.07 Uniform Del: 83.9 65.1 60.7 84.4 70.0 54.6 81.6 29.9 12.9 85.9 24.5 13.1 IncremntDel: 1.6 0.2 3.6 6.6 2.4 0.9 1.1 0.9 0.1 8.7 0.1 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.07 1.89 2.25 1.00 0.67 0.47 Delay/Veh: 85.6 65.3 64.2 91.1 72.4 55.5 88.3 57.6 29.0 94.7 16.6 6.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 85.6 65.3 64.2 91.1 72.4 55.5 88.3 57.6 29.0 94.7 16.6 6.2 LOS by Move: F E E F E E+ F E+ C F B A HCM2kAvgQ: 4 7 18 6 16 14 4 41 9 7 9 1 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-23
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5611: LAWRENCE EXPWY/ARQUES AVE

Signal=Protect/Rights=Overlap
Final Vol: 381 884 80***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 2/6/2020 Rights=Overlap Lanes: Final Vol:

141

2 Cycle Time (sec): 191

1 69

0 Loss Time (sec): 12

0 131*** 2

Critical V/C: 0.596

2 472
0 Avg Crit Del (sec/veh): 56.8

0 171 1

Avg Delay (sec/veh): 55.3

2 138***
LOS: E+

Lanes: 2 0 3 0 1
Final Vol: 451 2593*** 368
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 27 100 100 19 91 91 14 36 36 13 35 35 Y+R: 6.3 6.2 6.2 6.1 6.2 6.2 5.9 5.7 5.7 5.9 5.7 5.7 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 6 Feb 2020 << 8:00 AM - 9:00 AM Base Vol: 451 2947 368 80 1148 381 141 131 171 138 472 69 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 451 2947 368 80 1148 381 141 131 171 138 472 69 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 451 2947 368 80 1148 381 141 131 171 138 472 69 User Adj: 1.00 0.88 1.00 1.00 0.77 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 451 2593 368 80 884 381 141 131 171 138 472 69 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 451 2593 368 80 884 381 141 131 171 138 472 69 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 451 2593 368 80 884 381 141 131 171 138 472 69 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.84 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1601 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.14 0.45 0.21 0.03 0.16 0.22 0.04 0.03 0.11 0.04 0.12 0.04 Crit Moves: **** **** **** **** Green Time: 26.7 99.8 112.9 18.9 90.8 104.9 14.1 36.3 63.0 13.1 35.3 54.2 Volume/Cap: 1.02 0.87 0.36 0.26 0.33 0.40 0.61 0.18 0.32 0.64 0.67 0.14 Uniform Del: 82.1 40.0 20.2 79.5 31.1 24.8 85.8 64.9 48.0 86.6 72.5 51.0 IncremntDel: 49.2 3.1 0.2 0.4 0.1 0.3 4.5 0.1 0.4 6.3 2.6 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.27 1.38 1.00 0.80 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 131.3 53.8 28.1 80.0 25.0 17.2 90.3 65.0 48.4 92.9 75.0 51.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 131.3 53.8 28.1 80.0 25.0 17.2 90.3 65.0 48.4 92.9 75.0 51.1 LOS by Move: F D- C E- C B F E D F E- D- HCM2kAvgQ: 21 48 15 2 8 9 5 3 8 5 13 3 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-24
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5611: LAWRENCE EXPWY/ARQUES AVE

Signal=Protect/Rights=Overlap
Final Vol: 140 2090*** 137
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/13/2018 Rights=Overlap Lanes: Final Vol:

347

2 Cycle Time (sec): 190

1 87

0 Loss Time (sec): 12

0 544 2

Critical V/C: 1.012

2 200
0 Avg Crit Del (sec/veh): 89.1

0 748*** 1

Avg Delay (sec/veh): 71.6

2 360***
LOS: E

Lanes: 2 0 3 0 1
Final Vol: 234*** 855 162
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 22 86 86 15 79 79 24 41 41 24 41 41 Y+R: 6.3 6.2 6.2 6.1 6.2 6.2 5.9 5.7 5.7 5.9 5.7 5.7 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Nov 2018 << 4:30 - 5:30 PM Base Vol: 234 1276 162 137 2612 140 347 544 748 360 200 87 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 234 1276 162 137 2612 140 347 544 748 360 200 87 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 234 1276 162 137 2612 140 347 544 748 360 200 87 User Adj: 1.00 0.67 1.00 1.00 0.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 234 855 162 137 2090 140 347 544 748 360 200 87 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 234 855 162 137 2090 140 347 544 748 360 200 87 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 234 855 162 137 2090 140 347 544 748 360 200 87 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.84 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1601 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.15 0.09 0.04 0.37 0.08 0.11 0.14 0.47 0.11 0.05 0.05 Crit Moves: **** **** **** **** Green Time: 22.0 86.0 110.0 15.0 79.0 107.4 28.4 53.0 75.0 24.0 48.6 63.6 Volume/Cap: 0.64 0.33 0.16 0.55 0.88 0.14 0.74 0.51 1.18 0.90 0.21 0.15 Uniform Del: 80.2 33.5 18.6 84.3 51.2 19.5 77.2 57.6 57.5 81.9 55.6 44.3 IncremntDel: 3.9 0.1 0.1 2.6 4.2 0.1 6.0 0.4 98.0 23.5 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.83 0.62 1.00 1.15 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 84.1 28.0 11.6 86.9 63.1 26.1 83.2 58.1 155.5 105.4 55.7 44.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 84.1 28.0 11.6 86.9 63.1 26.1 83.2 58.1 155.5 105.4 55.7 44.4 LOS by Move: F C B+ F E C F E+ F F E+ D HCM2kAvgQ: 9 8 3 4 38 5 12 13 63 14 4 4 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-25
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing AM
Intersection #5613: LAWRENCE EXPWY/REED AVE

Signal=Protect/Rights=Overlap
Final Vol: 199 940 90***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 3/7/2018 Rights=Overlap Lanes: Final Vol:

408***

2 Cycle Time (sec): 173

1 501***

0 Loss Time (sec): 12

0 176 2

Critical V/C: 1.083

2 310
0 Avg Crit Del (sec/veh): 152.9

0 215 1

Avg Delay (sec/veh): 114.8

2 235
LOS: F

Lanes: 1 0 3 0 1
Final Vol: 99 3375*** 104
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 14 81 81 13 80 80 23 39 39 17 33 33 Y+R: 6.0 6.2 6.2 6.1 6.2 6.2 5.7 5.6 5.6 5.6 5.7 5.7 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 7 Mar 2018 << 8:00 AM - 9:00 AM Base Vol: 99 3879 104 90 1081 199 408 176 215 235 310 501 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 99 3879 104 90 1081 199 408 176 215 235 310 501 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 99 3879 104 90 1081 199 408 176 215 235 310 501 User Adj: 1.00 0.87 1.00 1.00 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 99 3375 104 90 940 199 408 176 215 235 310 501 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 99 3375 104 90 940 199 408 176 215 235 310 501 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 99 3375 104 90 940 199 408 176 215 235 310 501 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 1750 5700 1750 3150 5700 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.06 0.59 0.06 0.03 0.16 0.11 0.13 0.05 0.12 0.07 0.08 0.29 Crit Moves: **** **** **** **** Green Time: 14.1 80.5 97.8 13.2 79.7 102.8 23.1 38.5 52.6 17.3 32.5 45.7 Volume/Cap: 0.69 1.27 0.11 0.37 0.36 0.19 0.97 0.21 0.40 0.75 0.43 1.08 Uniform Del: 77.4 46.3 17.4 76.0 30.1 16.1 74.6 54.8 47.8 75.7 62.1 63.6 IncremntDel: 13.8 126 0.0 1.0 0.1 0.1 36.0 0.1 0.5 9.4 0.4 66.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.82 0.65 1.00 0.82 0.59 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 91.2 163 11.4 77.0 24.9 9.6 110.6 55.0 48.3 85.1 62.5 129.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 91.2 163 11.4 77.0 24.9 9.6 110.6 55.0 48.3 85.1 62.5 129.9 LOS by Move: F F B+ E- C A F D- D F E F HCM2kAvgQ: 5 85 1 3 8 3 15 4 9 7 7 36 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Wed May 10 10:18:31 2023 Page 3-26
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Existing PM
Intersection #5613: LAWRENCE EXPWY/REED AVE

Signal=Protect/Rights=Overlap
Final Vol: 353 2316*** 366
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: 11/13/2018 Rights=Overlap Lanes: Final Vol:

240

2 Cycle Time (sec): 190

1 195

0 Loss Time (sec): 12

0 488 2

Critical V/C: 0.895

2 223
0 Avg Crit Del (sec/veh): 75.0

0 673*** 1

Avg Delay (sec/veh): 61.8

2 151***
LOS: E

Lanes: 1 0 3 0 1
Final Vol: 161*** 1008 202
Signal=Protect/Rights=Overlap

Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 17 90 90 27 100 100 15 35 35 14 34 34 Y+R: 6.0 6.2 6.2 6.1 6.2 6.2 5.7 5.6 5.6 5.6 5.7 5.7 ------------|---------------||---------------||---------------||---------------| Volume Module: >> Count Date: 13 Nov 2018 << 4:45 - 5:45 PM Base Vol: 161 1245 202 366 3216 353 240 488 673 151 223 195 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 161 1245 202 366 3216 353 240 488 673 151 223 195 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 161 1245 202 366 3216 353 240 488 673 151 223 195 User Adj: 1.00 0.81 1.00 1.00 0.72 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 161 1008 202 366 2316 353 240 488 673 151 223 195 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 161 1008 202 366 2316 353 240 488 673 151 223 195 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 161 1008 202 366 2316 353 240 488 673 151 223 195 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 1.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 1750 5700 1750 3150 5700 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.18 0.12 0.12 0.41 0.20 0.08 0.13 0.38 0.05 0.06 0.11 Crit Moves: **** **** **** **** Green Time: 17.0 90.0 104.0 27.0 100 118.7 18.7 47.0 64.0 14.0 42.3 69.3 Volume/Cap: 1.03 0.37 0.21 0.82 0.77 0.32 0.78 0.52 1.14 0.65 0.26 0.31 Uniform Del: 86.5 32.0 22.0 79.1 35.9 16.8 83.6 61.7 63.0 85.6 61.0 43.1 IncremntDel: 79.6 0.1 0.1 11.2 1.3 0.2 11.6 0.5 82.7 6.4 0.2 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.80 0.69 1.00 1.27 1.45 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 166.1 25.8 15.2 90.3 47.0 24.4 95.2 62.3 145.7 92.0 61.1 43.4 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 166.1 25.8 15.2 90.3 47.0 24.4 95.2 62.3 145.7 92.0 61.1 43.4 LOS by Move: F C B F D C F E F F E D HCM2kAvgQ: 12 9 4 12 37 14 9 12 54 5 5 8 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-1
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #1: Lawrence Expwy & Oakmead Pkwy

Signal=Protect/Rights=Overlap
Final Vol: 556 1666 245***
Lanes: 1 0 4 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:

504***

2 Cycle Time (sec): 194

1 238

0 Loss Time (sec): 12

0 102 2

Critical V/C: 0.728

2 166***
0 Avg Crit Del (sec/veh): 61.0

0 284 1

Avg Delay (sec/veh): 48.8

2 59
LOS: D

Lanes: 2 0 4 0 1
Final Vol: 217 3051*** 42
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Oakmead Pkwy Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 20 99 99 21 100 100 24 36 36 15 26 26 Y+R: 6.4 6.2 6.2 6.3 6.2 6.2 5.6 5.5 5.5 5.6 5.6 5.6 ------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 217 3051 42 245 1666 556 504 102 284 59 166 238 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 217 3051 42 245 1666 556 504 102 284 59 166 238 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 217 3051 42 245 1666 556 504 102 284 59 166 238 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 217 3051 42 245 1666 556 504 102 284 59 166 238 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 217 3051 42 245 1666 556 504 102 284 59 166 238 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 217 3051 42 245 1666 556 504 102 284 59 166 238 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 7600 1750 3150 7600 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.07 0.40 0.02 0.08 0.22 0.32 0.16 0.03 0.16 0.02 0.04 0.14 Crit Moves: **** **** **** **** Green Time: 19.6 98.8 114.2 20.7 99.8 124.2 24.4 35.5 55.1 15.4 26.4 47.1 Volume/Cap: 0.68 0.79 0.04 0.73 0.43 0.50 1.27 0.15 0.57 0.24 0.32 0.56 Uniform Del: 84.2 39.0 16.8 83.9 29.3 18.4 84.8 66.5 59.4 83.8 75.7 64.4 IncremntDel: 6.0 1.1 0.0 7.9 0.1 0.3 140.8 0.1 1.6 0.5 0.4 1.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.75 0.60 1.00 0.74 0.47 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 90.2 30.5 10.1 91.8 21.9 9.0 225.6 66.6 61.0 84.3 76.1 66.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 90.2 30.5 10.1 91.8 21.9 9.0 225.6 66.6 61.0 84.3 76.1 66.1 LOS by Move: F C B+ F C+ A F E E F E- E HCM2kAvgQ: 7 29 1 10 11 9 28 2 15 2 5 13 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-2
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #1: Lawrence Expwy & Oakmead Pkwy

Signal=Protect/Rights=Overlap
Final Vol: 612 2916*** 399
Lanes: 1 0 4 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:

451***

2 Cycle Time (sec): 189

1 306

0 Loss Time (sec): 12

0 180 2

Critical V/C: 0.679

2 107***
0 Avg Crit Del (sec/veh): 56.4

0 228 1

Avg Delay (sec/veh): 50.5

2 55
LOS: D

Lanes: 2 0 4 0 1
Final Vol: 255*** 1665 51
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Oakmead Pkwy Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 22 79 79 29 86 86 32 48 48 10 25 25 Y+R: 6.4 6.2 6.2 6.3 6.2 6.2 5.6 5.5 5.5 5.6 5.6 5.6 ------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 255 1665 51 399 2916 612 451 180 228 55 107 306 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 255 1665 51 399 2916 612 451 180 228 55 107 306 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 255 1665 51 399 2916 612 451 180 228 55 107 306 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 255 1665 51 399 2916 612 451 180 228 55 107 306 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 255 1665 51 399 2916 612 451 180 228 55 107 306 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 255 1665 51 399 2916 612 451 180 228 55 107 306 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 4.00 1.00 2.00 4.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 Final Sat.: 3150 7600 1750 3150 7600 1750 3150 3800 1750 3150 3800 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.08 0.22 0.03 0.13 0.38 0.35 0.14 0.05 0.13 0.02 0.03 0.17 Crit Moves: **** **** **** **** Green Time: 21.5 78.4 88.7 28.6 85.4 117.6 32.2 47.2 68.7 10.3 25.3 53.8 Volume/Cap: 0.71 0.53 0.06 0.84 0.85 0.56 0.84 0.19 0.36 0.32 0.21 0.61 Uniform Del: 80.8 41.5 27.4 78.0 46.1 20.8 75.9 55.8 44.0 85.9 73.0 58.6 IncremntDel: 6.6 0.2 0.0 12.4 2.2 0.7 11.3 0.1 0.3 1.1 0.2 2.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.88 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 87.4 36.6 22.3 90.4 48.3 21.4 87.2 55.9 44.3 87.0 73.2 60.9 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 87.4 36.6 22.3 90.4 48.3 21.4 87.2 55.9 44.3 87.0 73.2 60.9 LOS by Move: F D+ C+ F D C+ F E+ D F E E HCM2kAvgQ: 9 15 1 16 38 22 17 4 10 2 3 17 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-3
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background AM
Intersection #3: Lawrence Expwy & Kifer Rd

Signal=Protect/Rights=Overlap
Final Vol: 603 1041 197***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:

131***

2 Cycle Time (sec): 181

0 339

0 Loss Time (sec): 12

1 149 2

Critical V/C: 0.992

1 410***
0 Avg Crit Del (sec/veh): 109.1

0 141 1

Avg Delay (sec/veh): 71.1

2 115
LOS: E

Lanes: 2 0 3 0 1
Final Vol: 285 3521*** 401
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Kifer Rd Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 25 101 101 17 93 93 13 29 29 11 27 27 Y+R: 5.9 6.2 6.2 6.1 6.2 6.2 5.8 5.5 5.5 5.9 5.5 5.5 ------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 285 4047 401 197 1197 603 131 149 141 115 410 339 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 285 4047 401 197 1197 603 131 149 141 115 410 339 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 285 4047 401 197 1197 603 131 149 141 115 410 339 User Adj: 1.00 0.87 1.00 1.00 0.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 285 3521 401 197 1041 603 131 149 141 115 410 339 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 285 3521 401 197 1041 603 131 149 141 115 410 339 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 285 3521 401 197 1041 603 131 149 141 115 410 339 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 0.99 0.94 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.07 0.93 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1750 3150 2010 1662 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.09 0.62 0.23 0.06 0.18 0.34 0.04 0.04 0.08 0.04 0.20 0.20 Crit Moves: **** **** **** **** Green Time: 25.2 101 111.8 17.1 93.1 105.9 12.8 28.8 54.0 10.8 26.9 44.0 Volume/Cap: 0.65 1.11 0.37 0.66 0.36 0.59 0.59 0.25 0.27 0.61 1.37 0.84 Uniform Del: 73.7 40.0 17.2 79.2 26.1 23.8 81.5 66.6 48.5 83.0 77.1 65.1 IncremntDel: 3.4 53.4 0.2 5.5 0.1 0.9 4.1 0.2 0.3 5.8 179 7.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 0.67 0.53 1.00 0.74 0.61 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 77.2 80.1 9.3 84.6 19.5 15.4 85.6 66.8 48.7 88.9 256 72.2 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 77.2 80.1 9.3 84.6 19.5 15.4 85.6 66.8 48.7 88.9 256 72.2 LOS by Move: E- F A F B- B F E D F F E HCM2kAvgQ: 8 74 6 7 8 15 5 4 6 5 35 22 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-4
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Operations (Future Volume Alternative)
Background PM
Intersection #3: Lawrence Expwy & Kifer Rd

Signal=Protect/Rights=Overlap
Final Vol: 113 2902 502***
Lanes: 1 0 3 0 2

Signal=Protect

Signal=Protect

Final Vol: Lanes: Rights=Overlap Vol Cnt Date: n/a Rights=Overlap Lanes: Final Vol:

323

2 Cycle Time (sec): 190

0 339

0 Loss Time (sec): 12

1 574 2

Critical V/C: 0.891

1 207
0 Avg Crit Del (sec/veh): 194.9

0 708*** 1

Avg Delay (sec/veh): 121.9

2 339***
LOS: F

Lanes: 2 0 3 0 1
Final Vol: 77 1070*** 402
Signal=Protect/Rights=Overlap

Street Name: Lawrence Expwy Kifer Rd Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Min. Green: 9 85 85 27 103 103 16 33 33 22 39 39 Y+R: 5.9 6.2 6.2 6.1 6.2 6.2 5.8 5.5 5.5 5.9 5.5 5.5 ------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 77 1337 402 502 3673 113 323 574 708 339 207 339 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 77 1337 402 502 3673 113 323 574 708 339 207 339 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 77 1337 402 502 3673 113 323 574 708 339 207 339 User Adj: 1.00 0.80 1.00 1.00 0.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 77 1070 402 502 2902 113 323 574 708 339 207 339 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 1070 402 502 2902 113 323 574 708 339 207 339 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 77 1070 402 502 2902 113 323 574 708 339 207 339 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:

Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 0.83 1.00 0.92 Lanes: 2.00 3.00 1.00 2.00 3.00 1.00 2.00 2.00 1.00 2.00 1.00 1.00 Final Sat.: 3150 5700 1750 3150 5700 1750 3150 3800 1750 3150 1900 1750 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:

Vol/Sat: 0.02 0.19 0.23 0.16 0.51 0.06 0.10 0.15 0.40 0.11 0.11 0.19 Crit Moves: **** **** **** **** Green Time: 8.9 84.9 106.6 26.9 103 118.9 15.8 33.0 41.9 21.7 38.9 65.8 Volume/Cap: 0.52 0.42 0.41 1.13 0.94 0.10 1.23 0.87 1.83 0.94 0.53 0.56 Uniform Del: 88.5 35.8 23.8 81.5 40.5 14.2 87.1 76.4 74.1 83.5 67.4 50.3 IncremntDel: 3.4 0.1 0.3 81.5 6.5 0.0 133.2 12.0 385.6 32.8 0.5 0.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.03 1.54 1.85 1.11 1.79 2.11 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 94.7 55.2 44.3 172.0 79.0 30.1 220.3 88.4 459.7 116.3 68.0 51.1 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 94.7 55.2 44.3 172.0 79.0 30.1 220.3 88.4 459.7 116.3 68.0 51.1 LOS by Move: F E+ D F E- C F F F F E D- HCM2kAvgQ: 3 18 21 25 58 5 18 19 86 15 11 17 Note: Queue reported is the number of cars per lane.

Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-5
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose

Level Of Service Computation Report
2000 HCM Unsignalized (Future Volume Alternative)
Background AM
Intersection #8: San Zeno Way & Sonora Court

Signal=Uncontrol/Rights=Include
Final Vol: 37 40 0
Lanes: 0 1 0 0 0

Signal=Stop

Signal=Stop

Final Vol: Lanes: Rights=Include Vol Cnt Date: n/a Rights=Include Lanes: Final Vol:

24 0

Cycle Time (sec): 100

0 0

0 Loss Time (sec): 0

0 0 1!

Critical V/C: 0.037

0 0
0 Avg Crit Del (sec/veh): 1.9

0 37 0

Avg Delay (sec/veh): 1.9

0 0
LOS: A

Lanes: 0 1 0 0 0
Final Vol: 18 224 0
Signal=Uncontrol/Rights=Include

Street Name: San Zeno Way Sonora Court Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Volume Module:

Base Vol: 18 224 0 0 40 37 24 0 37 0 0 0 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 18 224 0 0 40 37 24 0 37 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 18 224 0 0 40 37 24 0 37 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 18 224 0 0 40 37 24 0 37 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 FinalVolume: 18 224 0 0 40 37 24 0 37 0 0 0 ------------|---------------||---------------||---------------||---------------| Critical Gap Module:

Critical Gp: 4.1 xxxx xxxxx xxxxx xxxx xxxxx 6.4 6.5 6.2 xxxxx xxxx xxxxx FollowUpTim: 2.2 xxxx xxxxx xxxxx xxxx xxxxx 3.5 4.0 3.3 xxxxx xxxx xxxxx ------------|---------------||---------------||---------------||---------------| Capacity Module:

Cnflict Vol: 77 xxxx xxxxx xxxx xxxx xxxxx 319 319 59 xxxx xxxx xxxxx Potent Cap.: 1535 xxxx xxxxx xxxx xxxx xxxxx 679 601 1013 xxxx xxxx xxxxx Move Cap.: 1535 xxxx xxxxx xxxx xxxx xxxxx 673 594 1013 xxxx xxxx xxxxx Volume/Cap: 0.01 xxxx xxxx xxxx xxxx xxxx 0.04 0.00 0.04 xxxx xxxx xxxx ------------|---------------||---------------||---------------||---------------| Level Of Service Module:
2Way95thQ: 0.0 xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: A * * * * * * * * * * * Movement: LT - LTR - RT LT - LTR - RT LT - LTR - RT LT - LTR - RT Shared Cap.: xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx 845 xxxxx xxxx xxxx xxxxx SharedQueue: 0.0 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 0.2 xxxxx xxxxx xxxx xxxxx Shrd ConDel: 7.4 xxxx xxxxx xxxxx xxxx xxxxx xxxxx 9.6 xxxxx xxxxx xxxx xxxxx Shared LOS: A * * * * * * A * * * * ApproachDel: xxxxxx xxxxxx 9.6 xxxxxx ApproachLOS: * * A * Note: Queue reported is the number of cars per lane.

Peak Hour Delay Signal Warrant Report
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
Attachment 18

COMPARE Fri Jun 23 14:46:17 2023 Page 3-6
Traffix 8.0.0715 Copyright (c) 2008 Dowling Associates, Inc. Licensed to Hexagon Trans., San Jose ------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 18 224 0 0 40 37 24 0 37 0 0 0 ApproachDel: xxxxxx xxxxxx 9.6 xxxxxx ------------|---------------||---------------||---------------||---------------| Approach[eastbound][lanes=1][control=Stop Sign]
Signal Warrant Rule #1: [vehicle-hours=0.2]
FAIL - Vehicle-hours less than 4 for one lane approach.

Signal Warrant Rule #2: [approach volume=61]
FAIL - Approach volume less than 100 for one lane approach.

Signal Warrant Rule #3: [approach count=3][total volume=380] FAIL - Total volume less than 650 for intersection
with less than four approaches.
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Peak Hour Volume Signal Warrant Report [Urban]
******************************************************************************** Intersection #8 San Zeno Way & Sonora Court
******************************************************************************** Future Volume Alternative: Peak Hour Warrant NOT Met
------------|---------------||---------------||---------------||---------------| Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Uncontrolled Uncontrolled Stop Sign Stop Sign Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0 Initial Vol: 18 224 0 0 40 37 24 0 37 0 0 0 ------------|---------------||---------------||---------------||---------------| Major Street Volume: 319
Minor Approach Volume: 61
Minor Approach Volume Threshold: 524
--------------------------------------------------------------------------------

SIGNAL WARRANT DISCLAIMER
This peak hour signal warrant analysis should be considered solely as an "indicator" of the likelihood of an unsignalized intersection warranting a traffic signal in the future. Intersections that exceed this warrant are probably more likely to meet one or more of the other volume based signal warrant (such as the 4-hour or 8-hour warrants).

The peak hour warrant analysis in this report is not intended to replace a rigorous and complete traffic signal warrant analysis by the responsible jurisdiction. Consideration of the other signal warrants, which is beyond the scope of this software, may yield different results.

Attachment 18