Transportation and Traffic

City of Walnut Creek Shadelands Gateway Specific Plan and The Orchards at Walnut Creek Project Draft EIR

Appendix J: Transportation and Traffic

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Traffic Impact Study for Shadelands Gateway Specific Plan

in the

City of Walnut Creek

Updated Draft Report

December 13, 2013

Table of Contents

Page 1. Executive Summary ...... 1

2. Introduction ...... 3

3. Transportation Setting ...... 5

4. Analysis Methodology ...... 11

5. Existing Conditions ...... 15

6. Specific Plan Scenario ...... 20

7. Existing plus Specific Plan Scenario...... 24

8. Baseline Conditions ...... 26

9. Baseline plus Specific Plan Scenario ...... 30

10. Cumulative Scenario ...... 31

11. Cumulative plus Specific Plan Scenario ...... 35

12. Neighborhood Impacts...... 37

13. Access and Circulation ...... 38

14. Alternative Modes ...... 42

15. Land Use Alternatives ...... 45

16. Freeway Operations ...... 46

17. Findings and Recommendations ...... 50

18. Study Participants and References ...... 53

Figures

1. Study Area ...... 4 2A. Existing Traffic Volumes ...... 17 2B. Existing Traffic Volumes ...... 18 3. Site Plan ...... 21 4A. Specific Plan Traffic Volumes ...... 22 4B. Specific Plan Traffic Volumes ...... 23 5A. Baseline Traffic Volumes ...... 27 5B. Baseline Traffic Volumes ...... 28 6A. Cumulative Traffic Volumes ...... 32 6B. Cumulative Traffic Volumes ...... 33

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Tables

1. Collision Rates for Analyzed Intersections ...... 9 2. Collision Rates for Analyzed Segments ...... 10 3. Signalized Intersection Level of Service Criteria ...... 11 4. City of Walnut Creek Level of Service Standards ...... 12 5. City of Concord Level of Service Standards ...... 13 6. Intersection Level of Service Standards ...... 14 7. Existing Intersection Levels of Service ...... 19 8. Existing Route of Regional Significance Operations ...... 19 9. Existing and Existing plus Specific Plan Intersection Levels of Service ...... 24 10. Existing and Existing plus Specific Plan Routes of Regional Significance Operations ...... 24 11. Baseline Intersection Levels of Service ...... 26 12. Baseline Routes of Regional Significance Operations ...... 29 13. Baseline and Baseline plus Specific Plan Intersection Levels of Service ...... 30 14. Baseline and Baseline plus Specific Plan Routes of Regional Significance Operations ...... 30 15. Cumulative Intersection Levels of Service ...... 34 16. Cumulative Routes of Regional Significance Operations ...... 34 17. Cumulative and Cumulative plus Specific Plan Intersection Levels of Service ...... 35 18. Cumulative and Cumulative plus Specific Plan Routes of Regional Significant Operations...... 36 19. Freeway Level of Service Criteria ...... 46 20. I-680 Northbound Freeway Operations ...... 47 21. I-680 Southbound Freeway Operations ...... 47 22. I-680 Freeway Ramp Intersection Operations ...... 48 23. Freeway Ramp Intersection 95th Percentile Queue ...... 49

Appendices

A Collision Rate Calculations B Delay Index and Average Speed Memorandum C Intersection Level of Service Calculations D Delay Index Calculations E Trip Generation Assumptions Memorandum F Baseline Traffic Volume Development Memorandum G Cumulative Traffic Volume Development Memorandum H Queuing Calculations I Freeway Mainline Level of Service Calculations J Ramp Level of Service Calculations K Ramp Queuing Calculations

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1. Executive Summary

The proposed Shadelands Gateway Specific Plan would allow for the development of a mixed use center on the northwest corner of Ygnacio Valley Road/Oak Grove Road in the City of Walnut Creek, replacing two existing office buildings. The mixed use development would include a grocery store, shopping center and senior housing complex. Additionally, one building would be developed as either a fitness center/gym or a medical office building.

All study intersections not located along a route of regional significance operate acceptably under existing conditions and would continue to operate acceptably under projected Baseline and future Cumulative conditions and with the addition of project generated traffic for all study scenarios.

The City of Walnut Creek, along with the CCTA and the City of Concord, manage routes of regional significance on a corridor basis using the delay index and average operating speed as metrics. Within the study area, these routes include Ygnacio Valley Road and Treat Boulevard. These two routes currently operate acceptably and would continue to do so under projected Baseline and Cumulative traffic volumes. Likewise, with the addition of Specific Plan related traffic to future Cumulative volumes the routes of regional significance studied are expected to continue to operate acceptably.

Implementation of the Specific Plan land uses would potentially result in a shift of traffic patterns on neighborhood streets near the site as well as an increase in local traffic on these streets. This shift or increase in traffic would mostly be a result of local residents traveling to the Specific Plan site. It is not expected to a result in a shift in regional cut-through traffic.

The Specific Plan area would be accessed by a series of seven driveways along the four streets fronting the site. Four of the driveways would access the commercial portions of the project, two would access the senior housing area and one would access only a truck loading area. The driveways on Ygnacio Valley Road and Oak Grove Road would be configured to allow only right turn movements, whereas all movements would be allowed at the remaining driveways. The 50th percentile queues from adjacent intersections are expected to extend beyond the project driveways. However, the 95th percentile southbound left-turn queue at Ygnacio Valley Road/Oak Grove Road would extend beyond the site’s driveway during the p.m. peak hour under near-term Baseline conditions and would extend slightly further with the addition of project-generated traffic, but not as far as the intersection of Oak Grove Road/Citrus Avenue. Additionally, the 95th percentile queue on the northbound approach to Oak Grove Road/Shadelands Drive and also Oak Grove Road/Citrus Avenue, would extended beyond the storage lanes under the Baseline and would be further extended under the Baseline plus Specific Plan conditions during the a.m. peak period. Since development of the proposed Specific Plan would contribute to an already deficiently operating facility, this would be a significant project impact. Once the City’s planned improvements to the intersection of Ygnacio Valley Road/Oak Grove Road are completed, as assumed under Cumulative conditions, it is expected that the queue would not extend beyond the site’s driveway. No improvements are planned for Oak Grove Road/Shadelands Drive or Oak Grove Road/Citrus Avenue, resulting in continued deficient operations under Cumulative and Cumulative plus Specific Plan conditions. Internally, a series of drive aisles would connect drivers to the various parts of the commercial area; however, there would be no internal vehicular connection between the commercial areas and the senior housing development.

Specific plan area patrons and employees may choose to walk, bicycle, and/or utilize transit to reach their destination. The development of the Specific Plan would include installation of a multi-use path around the perimeter of the site that could be used by both pedestrians and cyclists. As proposed the path would be eight feet wide, but it is recommended that the path width be increased by including one- foot shoulders on either side of the path. Additionally, it is recommended that signs be placed along the path to inform users that both bicyclists and pedestrians may use the path and that centerline striping be

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included to delineate the two direction of travel. Pedestrian paths would be provided within the parking lot to connect the shopping center with Ygnacio Valley Road, Oak Grove Road, the fitness center/medical office building and outlying buildings.

Protected pedestrian crossing phases .are currently provided at all signalized intersections adjacent to the Specific Plan area. To enhance pedestrian connectivity, it is recommended that pedestrian crossings of uncontrolled approaches be upgraded to include high visibility markings, including crossings of uncontrolled channelized right-turn movements. Additionally, pedestrian crossings are proposed to be installed on Shadelands Drive and North Via Monte. Since these locations would not be controlled by a traffic signal or stop sign, it is recommended that enhanced crosswalk designs be utilized for these locations. These crosswalks would need to be consistent with City policies for uncontrolled crosswalks and would need to be approved by the City. The enhancements may include high visibility pavement markings, along with in-roadway flashing lights and pedestrian crossing signs with flashing lights, and shark’s teeth yield markings. Bicycle parking would need to be provided equaling ten percent of the total required vehicular parking spaces. It is recommended that bicycle parking spaces be spread out throughout the entire site to provide maximum flexibility for bicyclists to park near their destination within the plan area. Furthermore, bicycle parking spaces should be provided in well-lit, visible locations near building entrances.

Existing transit services in the region are expected to adequately serve the Specific Plan area. Development of the Specific Plan currently includes proposed additional bus stops along Ygnacio Valley Road and Shadelands Drive which could be used by County Connection bus service or a possible future shuttle program in the Shadelands Business Park area. In general, the City of Walnut Creek and County Connection have expressed interest in developing new bus stops either within the Specific Plan area or along its perimeter. And with respect to maintaining westbound traffic flow on Ygnacio Valley Road, it may be better to locate bus stops on the other roadways adjoining the site. Therefore, it is recommended that placement of new bus stops be approved by the City of Walnut Creek and County Connection.

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2. Introduction

2-1. Introduction

This report presents an analysis of the potential transportation impacts that would be associated with the implementation of the proposed Shadelands Gateway Specific Plan. The Specific Plan would allow for the redevelopment of an existing business park on the northwest corner of the intersection of Ygnacio Valley Road/Oak Grove Road in the City of Walnut Creek into a mixed-use development. The transportation study was completed in accordance with the criteria established by the City of Walnut Creek and the Contra Costa Transportation Authority, and is consistent with standard traffic engineering techniques.

2-2. Prelude

The purpose of a transportation impact study is to provide City staff and policy makers with data they can use to make informed decisions regarding the potential transportation impacts and associated improvements that would be required to mitigate these impacts to a level of insignificance as defined by the City’s General Plan or other policies. Vehicular traffic impacts are typically evaluated by determining the number of new trips that the proposed use would be expected to generate, distributing these trips to the surrounding street system based on existing travel patterns or anticipated travel patterns specific to the proposed development, then analyzing the impact the new traffic would be expected to have on critical intersections or roadway segments. Impacts relative to safety, including for pedestrians and bicyclists, and to transit are also addressed.

2-3. Specific Plan Profile

Currently about half of the site is developed, consisting of two buildings totaling 126,000 square feet of office space, which were less than half occupied at the time of this analysis. The proposed Specific Plan would allow for the demolition of these office buildings and their replacement by a shopping center anchored by a grocery store along with other retail, dining and service spaces. There are two development alternatives: Option A would include a fitness center/gym, while Option B would include a medical office building of equal building size. All other components are identical for the two alternatives. Additionally, a senior housing complex would be developed on the northwest corner of the plan area. The Specific Plan Area is shown in Figure 1.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 3 LEGEND Study Intersection

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Oakland Boul o ic meste o Boulevard 20 21 22 Avenue 17 e 19 v 18 a Civic a North Drive r California d d Boulevard Not to Scale 005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 1 City of Walnut Creek Study Area

3. Transportation Setting

3-1. Regional and City Road Network

The Specific Plan Area is located northwest of the intersection of Ygnacio Valley Road/Oak Grove Road. Regionally, transportation in the Walnut Creek area is served by the following routes:

Interstate 680 (I-680) is a north-south aligned freeway that terminates at Interstate 80 to the north near Fairfield and US 101 to the south in San Jose. At minimum, there are five lanes provided in each direction within Walnut Creek; however, in some areas additional lanes are provided to facilitate merging from other highways.

State Route 24 (SR 24) terminates at I-680 near downtown Walnut Creek. The route travels to the west where it terminates in Oakland at its junction with Interstate 980.

Locally, the following streets are located adjacent to the Specific Plan area and would provide connectivity between the Specific Plan site and the regional transportation network.

Ygnacio Valley Road is an east-west road. It is classified as a route of regional significance by both the City of Walnut Creek and the Contra Costa Transportation Authority (CCTA). The road is a main throughway providing access from the City of Clayton to I-680 and SR 24. There are three lanes provided in each direction, plus intersection turn lanes. The route carries an average of 57,000 vehicles per day near the Specific Plan site.

Treat Boulevard is classified as a route of regional significance by the City of Walnut Creek, City of Concord and the CCTA. The route runs east-west through the Cities of Concord, Walnut Creek, and Pleasant Hill with access to I-680. There are three lanes provided in each direction on Treat Boulevard, plus intersection turn lanes. Near Oak Grove Road, Treat Boulevard carries an average of 29,550 vehicles per day.

Oak Grove Road is a north-south arterial that begins at the southern limits of the City of Walnut Creek and terminates in the City of Concord. In the vicinity of the Specific Plan area Oak Grove Road has two lanes in each direction and carries an average of 21,000 vehicles per day.

Shadelands Drive is classified as a collector roadway and runs east-west along the northern side of the Specific Plan area with a single lane in each direction. This road provides access to many of the uses within the greater Shadelands Business Park area and carries an average of 3,500 vehicles per day.

Via Monte is a north-south collector road that provides access to various office land uses in the greater Shadelands Business Park area. The street carries an average of 7,150 vehicles per day on one lane in each direction.

3-2. Study Periods and Facilities

The study area includes facilities in the immediate site vicinity as well as nearby roadways and routes of regional significance. The study area consists of the following intersections, which are shown on Figure 1.

1. Ygnacio Valley Road/Oak Grove Road 2. Ygnacio Valley Road/Via Monte 3. Ygnacio Valley Road/Wiget Lane 4. Ygnacio Valley Road/Lennon Lane

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5. Ygnacio Valley Road/Wimbledon Road 6. Ygnacio Valley Road/Bancroft Road-Walnut Avenue 7. Ygnacio Valley Road/San Carlos Drive 8. Ygnacio Valley Road/John Muir Medical Center 9. Ygnacio Valley Road/Kinross Drive/La Casa Via 10. Ygnacio Valley Road/Marchbanks Drive West-Tampico 11. Ygnacio Valley Road/Homestead Avenue 12. Ygnacio Valley Road/Walnut Boulevard 13. Ygnacio Valley Road/Civic Drive 14. Ygnacio Valley Road/North Broadway 15. Ygnacio Valley Road/North Main Street 16. Ygnacio Valley Road/North California Boulevard 17. Ygnacio Valley Road/I-680 NB Off-Ramp-Oakland Boulevard 18. Ygnacio Valley Road/I-680 SB On-Ramp 19. Treat Boulevard/Oak Grove Road 20. Treat Boulevard/Oak Grove Plaza 21. Treat Boulevard/Winton Drive 22. Treat Boulevard/Carriage Drive 23. Treat Boulevard/Bancroft Road 24. Treat Boulevard/Candelero Drive 25. Treat Boulevard/Cherry Lane 26. Treat Boulevard/Jones Road 27. Treat Boulevard/Oak Road 28. Treat Boulevard/I-680 NB Ramps-Buskirk Avenue 29. Treat Boulevard/North Main Street 30. Oak Grove Road/Citrus Avenue 31. Oak Grove Road/Shadelands Drive 32. Oak Grove Road/Mitchell Drive-Peachwillow Lane 33. Oak Grove Road/Contra Costa Canal Trail 34. Oak Grove Road/Ygnacio Valley High School

All of the study intersections are signalized. For the most part, left-turn movements are controlled with protected signal phasing on the major street approaches while some minor street approaches have left turns that are either permitted or split-phased. Some major right-turn movements are channelized with the movement being either yield-controlled or uncontrolled.

The one exception is that the intersection of Ygnacio Valley Road/Lennon Lane is partially uncontrolled. The westbound and the southbound approaches are fully signalized, with the southbound approach restricted to right turns only. The eastbound left-turn movement is signalized; however, the eastbound through movement is uncontrolled. Channelizing medians are provided to physically restrict the disallowed movements.

Operating conditions during the a.m. and p.m. peak periods were evaluated to capture the highest potential impacts for the proposed Specific Plan land uses as well as the highest volumes on the local transportation network. The morning peak hour occurs between 7:00 and 9:00 a.m. and reflects conditions during the home to work or school commute, while the p.m. peak hour occurs between 4:00 and 6:00 p.m. and typically reflects the highest level of congestion during the evening commute period.

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Data Collection

Intersection turning movement volume counts were obtained during the period of January 29 through January 31, 2013 for all study intersections. The count data were collected between 7:00 and 9:00 a.m. and 4:00 and 6:00 p.m., with the highest consecutive 60 minutes identified as the overall peak hour.

During the same time period travel time data were collected along the Routes of Regional Significance: Ygnacio Valley Road and Treat Boulevard. The travel time data were collected in accordance with methodologies presented in the Delay Index and Average Speed Calculation – Proposed Approach and Results for the Broadway Plaza Long Range Master Plan Project Memorandum (Dowling Associates, Inc., 2011), as directed by City staff.

Caltrans

Traffic volume data for Interstate 680 (I-680) was obtained from the California Department of Transportation (Caltrans) which owns and operates the facility. Annual average daily traffic (AADT) volume data for I-680 was obtained from the Department’s Traffic Data Branch and was translated into peak hour volumes using data available online from the Caltrans Performance Measurement System (PeMS).

3-3. Alternative Modes

Pedestrian

Paved pedestrian paths are currently provided along the four streets fronting the Shadelands Gateway Specific Plan Area. For the most part, these paths are in the form of concrete sidewalks; however, on the north side of the site, a portion of the path is constructed with asphalt. Marked crossings, pedestrian ramps and pedestrian signal phasing are provided at signalized intersections adjacent to the plan area.

Additionally, marked crosswalks and pedestrian signal heads are provided at all of the remaining study intersections where sidewalks are also provided; however, pedestrian crossings are prohibited across one leg of most intersections.

Bicycle

The Highway Design Manual, Caltrans, 2006, classifies bikeways into three categories:

• Class I Multi-Use Path: a completely separated right-of-way for the exclusive use of bicycles and pedestrians with cross flows of motorized traffic minimized.

• Class II Bike Lane: a striped and signed lane for one-way bike travel on a street or highway.

• Class III Bike Route: signing only for shared use with motor vehicles within the same travel lane on a street or highway.

Ygnacio Valley Road and Treat Boulevard are both designated as Class III bicycle routes. Additionally, roughly parallel to these two routes is the Contra Costa Canal Trail which is a paved, off-street Class I multi-use path – this path is located approximately 3,000 feet north of Ygnacio Valley Road and 2,000 feet south of Treat Boulevard.

On Oak Grove Road between Ygnacio Valley Road and Treat Boulevard, continuous Class II bicycle lanes are provided in the northbound direction and a mix of Class II bicycle lanes and Class III bicycle

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routes are provided in the southbound direction. Along the west side of Oak Grove Road between the Contra Costa Canal Trail and Mitchell Drive-Peachwillow Lane, an off road, Class I multi-use path is provided.

An inventory of current and planned future facilities adjacent to the Specific Plan area is identified in the City of Walnut Creek Bicycle Plan (2011), as follows:

Existing Facilities

• Oak Grove Road – Class II bicycle lanes on the east (northbound) side of the street between Ygnacio Valley Road and Treat Boulevard. An intermittent multi-use path is provided along the west side of the street between the Contra Costa Canal Trail and Ygnacio Valley Road; however, there are some gaps in this path where cyclists would need to either use the sidewalk or ride in the street without the benefit of a separated bicycle lane. • Ygnacio Valley Road – Class III bicycle route along the entire route within the City of Walnut Creek.

Planned Facilities

• Oak Grove Road – continuous Class II bicycle lanes on the west (southbound) side of the street to result in continuous Class II bicycle lanes on both sides of the street. • Shadelands Drive – designate as a Class III bike route between Oak Grove Road and Wiget Lane. • Wiget Lane – continuous Class II bike lanes between the Contra Costa Canal Trail and Ygnacio Valley Road. • Ygnacio Valley Road – a Class I multi-use path along the north side of the street fronting the Specific Plan site continuing to the Ygnacio Canal Trail to the east and the Iron Horse Trail to the west. • Citrus Avenue – designate as a Class III bike route between Oak Grove Road and the Contra Costa Canal Trail.

Transit Facilities

Bay Area Rapid Transit

The Bay Area Rapid Transit District (BART) provides heavy-rail rapid transit service within Alameda, Contra Costa, San Francisco and San Mateo Counties. The Walnut Creek Station, located along Ygnacio Valley Road between North California Boulevard and I-680, is located approximately three and one-half miles west of the Specific Plan area. Another BART station in Pleasant Hill, located northeast of Treat Boulevard/Oak Road, is about three miles from the Specific Plan area. One line provides service to the Walnut Creek and Pleasant Hill stations with the line terminating in Pittsburg-Bay Point to the north and Millbrae-San Francisco International Airport to the southwest. Connecting services terminate in Richmond, Dublin-Pleasanton and Fremont.

The County Connection

The County Connection, operated by the Central Contra Costa Transit Authority (CCCTA), provides fixed-route bus and paratransit services throughout the communities of Concord, Pleasant Hill, Martinez, Walnut Creek, Clayton, Lafayette, Orinda, Moraga, Danville, San Ramon, as well as adjacent unincorporated communities in Central Contra Costa County.

Local Routes 1 and 7 as well as Regional Routes 92X and 93X provide service along Ygnacio Valley Road, and loop around Shadelands Drive and Mitchell Drive between Wiget Lane and Oak Grove Road. Routes 1, 7 and 92X either terminate or turn around near the Shadelands site, while 93X continues to the east. All of these routes connect to the Walnut Creek BART Station. Along Treat Boulevard,

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service is provided by local Routes 11 and 15, both of which connect to the Pleasant Hill BART Station. These routes provide weekday service only. No weekend service is provided on either Ygnacio Valley Road or Oak Grove Road adjacent the Shadelands Gateway Specific Plan area.

3-4. Collision History

The collision history for the signalized study intersections adjacent to the Specific Plan area as well as nearby roadways was reviewed to determine any trends or patterns that may indicate a safety issue. Collision rates were calculated based on records provided by the City of Walnut Creek for the most recent five-year period available, which is April 2007 through April 2012.

As presented in Table 1, the calculated collision rates for the intersections were compared to average collision rates for similar facilities statewide, as indicated in 2009 Collision Data on California State Highways, Caltrans. Copies of the spreadsheets indicating the input data are provided in Appendix A.

Table 1 Collision Rates for Analyzed Intersections Intersection Number of Calculated Statewide Collisions Collision Rate Average (2007-2012) (c/mve) Collision Rate (c/mve) 1. Oak Grove Rd/Ygnacio Valley Rd 46 0.52 0.43 30. Oak Grove Rd/Citrus Ave 6 0.16 0.28 31. Oak Grove Rd/Shadelands Dr 7 0.22 0.28 Note: c/mvm = collisions per million vehicle entering; bold text indicates rates that are higher than the Statewide average

Oak Grove Road/Ygnacio Valley Road had a collision rate of 0.52 collisions per million vehicles entering (c/mve), which is higher than the statewide average of 0.43 c/mve. The most common collision type was rear-end with the primary collision factor being unsafe speed, which is common in urban settings such as Ygnacio Valley Road.

Roadway segment collision rates are presented in Table 2 and were compared to average collision rates for similar facilities statewide. All segments analyzed experienced a calculated collision rate lower than the statewide average for similar facilities.

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Table 2 Collision Rates for Analyzed Segments Segment Number of Calculated Statewide Collisions Collision Rate Average (2007-2012) (c/mvm) Collision Rate (c/mvm) Citrus Ave from Oak Grove Rd to Conifer Ct 0 0.00 3.05 Oak Grove Rd from Ygnacio Valley Rd to Citrus Ave 4 0.94 4.95 Oak Grove Rd from Shadelands Dr to Citrus Ave 1 0.49 4.95 Oak Grove Rd from Encina Camino to Ygnacio Valley Rd 13 3.78 4.95 Oak Grove Rd from Shadelands Dr to Mitchell Dr 1 0.16 4.95 Via Monte from Ygnacio Valley Rd to Encina Camino 0 0.00 3.05 Ygnacio Valley Rd from Via Monte to Wiget Ln 2 0.09 4.45 Ygnacio Valley Rd from Oak Grove Rd to Via Monte 16 1.07 4.45 Ygnacio Valley Rd from Oak Grove Rd to Ygnacio Canal 15 0.41 4.45 Via Monte from Ygnacio Valley Rd to Shadelands Dr 1 0.80 3.05 Shadelands Dr from Via Monte to Oak Grove Rd 1 0.60 3.05 Note: c/mvm = collisions per million vehicle miles of travel; bold text indicates rates that are higher than the Statewide average

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4. Analysis Methodology

4-1. Intersection Level of Service Methodologies

To quantify the level of congestion and at intersections, transportation engineers and planners use a measure called level of service (LOS). LOS characterizes operation of transportation facilities, with operation categorized as ranging from LOS A (indicating free flow traffic conditions with little or no delay) to LOS F (indicating high levels of congestion with prolonged delays).

In accordance with the Contra Costa Transportation Authority’s (CCTA) Technical Procedures, the signalized intersections in the study area were evaluated using the CCTA Critical Movement Analysis Methodology, which is similar to the Transportation Research Board’s Circular 212 Planning Method, except that the capacity for through movements has been increased from 1,500 vehicles per hour to 1,800 vehicles per hour. This methodology defines the LOS for signalized intersections in terms of the ratio of critical movement traffic volumes to the critical movement capacity (volume-to-capacity or v/c ratio) for the entire intersection. This methodology was applied to study intersections that are not located along a Route of Regional Significance, which are managed on a corridor basis, and are discussed in more detail in the next section. The LOS service thresholds are stated in Table 3.

Table 3 Signalized Intersection Level of Service Criteria LOS A v/c ratio of ≤0.60. Most vehicles arrive during the green phase, so do not stop at all. LOS B v/c 0.61-0.70. More vehicles stop than with LOS A, but many drivers still do not have to stop. LOS C v/c 0.71-0.80. The number of vehicles stopping is significant, although many still pass through without stopping. LOS D v/c 0.81-0.90. The influence of congestion is noticeable, and most vehicles have to stop. LOS E v/c 0.91-1.00. Most, if not all, vehicles must stop and drivers consider the delay excessive. LOS F v/c ≥ 1.01. Vehicles may wait through more than one cycle to clear the intersection. Note: v/c = volume to capacity ratio Reference: Technical Procedures Update, Contra Costa Transportation Authority, July 2006

4-2. Routes of Regional Significance Methodology

The Contra Costa Transportation Authority (CCTA), in cooperation with individual jurisdictions, is responsible for the planning for the regional transportation network within Contra Costa County. The CCTA has prepared the Central County Action Plan for Routes of Regional Significance in which it identifies these regional routes and establishes analysis methodologies within the Walnut Creek area. Operations on regional routes are measured with a delay index, which is the ratio of the congested travel time along a corridor compared to the uncongested travel time during the peak hour. The equation is as follows:

Delay Index = Congested Travel Time/Uncongested Travel Time

The delay index was calculated in accordance with methodologies presented in the Delay Index and Average Speed Calculation – Proposed Approach and Results for the Broadway Plaza Long Range Master Plan Project Memorandum (Dowling Associates, Inc., 2011), as directed by City staff, which is provided in Appendix B for reference.

The “congested” travel time is measured as the average surveyed travel time during each of the a.m. and p.m. peak periods. Similarly, the “uncongested” travel time is the lowest surveyed travel time during the

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weekday a.m. and p.m. peak periods. The City of Walnut Creek uses coordinated signal timing along major corridors, including the routes of regional significance, to serve different types of traffic flow at different times of the day. Therefore, independent “uncongested” travel times were established for each of the study periods, and for each direction of travel.

4-3. Regulatory Setting

Contra Costa Transportation Authority

The CCTA has established a Multimodal Transportation Service Objective (MTSO) to maintain a delay index of 2.0 or less on routes of regional significance and a minimum arterial speed of 15 miles per hour (mph). Within the study area, these routes of regional significance include Ygnacio Valley Road and Treat Boulevard. This MTSO has also been adopted by both the City of Walnut Creek and City of Concord for these routes.

The Cities of Walnut Creek and Concord, in coordination with the CCTA, manage regional corridors separately from local intersections. Relative to this analysis, all of the study intersections along Treat Boulevard and Ygnacio Valley Road are considered to be part of their respective route of regional significance, and are therefore analyzed as part of that route, not as individual intersections. The remaining study intersections were analyzed independently.

City of Walnut Creek

The City of Walnut Creek, in General Plan Transportation Policy 3.1, has established minimally acceptable LOS standards based on the facility type and location. The standards are summarized in Table 4.

Table 4 City of Walnut Creek Level of Service Standards Roadway Classification Standard Residential Local – Streets and Intersections LOS B (v/c = 0.60 to 0.69) Collectors – Streets and Intersections LOS low D (v/c = 0.80 to 0.84) Arterials – Streets and Intersections LOS high D (v/c = 0.85 to 0.89) Regional Corridors – Streets and Intersections Delay Index = 2.0 on Ygnacio Valley Rd, Treat Blvd, Geary Rd, Peak Hour average speed: 15 mph Pleasant Hill Rd, and North Main St Core Area Roadways and Intersections LOS low E (v/c = 0.90 to 0.94) (bounded by I-680, Iron Horse Trail and Walden Rd) Reference: Walnut Creek General Plan 2025, Figure 2 Note: v/c = volume to capacity ratio

City of Concord

LOS standards established by the City of Concord in the Concord 2030 Urban Area General Plan, Growth Management Element, were applied to intersections located within the City of Concord. These standards are summarized in Table 5.

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Table 5 City of Concord Level of Service Standards Roadway Classification Standard Collectors LOS high C (v/c = 0.75 to 0.79) Minor Arterials LOS low D (v/c = 0.80 to 0.84) Major Arterials LOS high D (v/c = 0.85 to 0.89) Regional Corridors (as established by CCTA) Delay Index = 2.0 Peak Hour average speed: 15 mph Central Business District LOS low E (v/c = 0.90 to 0.94) Note: v/c = volume to capacity ratio Reference: Concord 2030 Urban Area General Plan, Growth Management Element

Summary of Applicable Operations Standards

The traffic operations analysis included 34 intersections. The intersections along Ygnacio Valley Road and Treat Boulevard are on a route of regional significance and evaluated based on corridor performance and an overall delay index. The intersections along Oak Grove Road that are not on a route of regional significance are evaluated based on their peak hour level of service. Table 6 provides a summary of each study intersection, the responsible jurisdiction and the respective applicable standard.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 13

Table 6 Intersection Level of Service Standards Intersection Jurisdiction Classification LOS Standard 1. Treat Blvd/N Main St Walnut Creek RRS DI ≤ 2.0 2. Treat Blvd/I-680 NB Ramps-Buskirk Ave Walnut Creek RRS DI ≤ 2.0 3. Treat Blvd/Oak Rd Walnut Creek RRS DI ≤ 2.0 4. Treat Blvd/Jones Rd Walnut Creek RRS DI ≤ 2.0 5. Treat Blvd/Cherry Ln Walnut Creek RRS DI ≤ 2.0 6. Treat Blvd/Candelero Dr Walnut Creek RRS DI ≤ 2.0 7. Treat Blvd/Bancroft Rd Walnut Creek RRS DI ≤ 2.0 8. Treat Blvd/Carriage Dr Walnut Creek RRS DI ≤ 2.0 9. Treat Blvd/Winton Dr Concord RRS DI ≤ 2.0 10. Treat Blvd/Oak Grove Plaza Concord RRS DI ≤ 2.0 11. Treat Blvd/Oak Grove Rd Concord RRS DI ≤ 2.0 12. Oak Grove Rd/Ygnacio Valley High School Concord Minor Arterial LOS low D 13. Oak Grove Rd/Contra Costa Canal Trail Walnut Creek Arterial LOS D 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln Walnut Creek Arterial LOS D 15. Oak Grove Rd/Shadelands Dr Walnut Creek Arterial LOS D 16. Oak Grove Rd/Citrus Ave Walnut Creek Arterial LOS D 17. Ygnacio Valley Rd/I-680 NB Off-Ramp-Oakland Blvd Walnut Creek RRS DI ≤ 2.0 18. Ygnacio Valley Rd/I-680 SB On-Ramp Walnut Creek RRS DI ≤ 2.0 19. Ygnacio Valley Rd/N California Blvd Walnut Creek RRS DI ≤ 2.0 20. Ygnacio Valley Rd/N Main St Walnut Creek RRS DI ≤ 2.0 21. Ygnacio Valley Rd/N Broadway Walnut Creek RRS DI ≤ 2.0 22. Ygnacio Valley Rd/Civic Dr Walnut Creek RRS DI ≤ 2.0 23. Ygnacio Valley Rd/Walnut Blvd Walnut Creek RRS DI ≤ 2.0 24. Ygnacio Valley Rd/Homestead Ave Walnut Creek RRS DI ≤ 2.0 25. Ygnacio Valley Rd/ Marchbanks Dr West-Tampico Walnut Creek RRS DI ≤ 2.0 26. Ygnacio Valley Rd/Kinross Dr/La Casa Via Walnut Creek RRS DI ≤ 2.0 27. Ygnacio Valley Rd/John Muir Medical Center Walnut Creek RRS DI ≤ 2.0 28. Ygnacio Valley Rd/San Carlos Dr Walnut Creek RRS DI ≤ 2.0 29. Ygnacio Valley Rd/Bancroft Rd-Walnut Ave Walnut Creek RRS DI ≤ 2.0 30. Ygnacio Valley Rd/Wimbledon Rd Walnut Creek RRS DI ≤ 2.0 31. Ygnacio Valley Rd/Lennon Ln Walnut Creek RRS DI ≤ 2.0 32. Ygnacio Valley Rd/Wiget Ln Walnut Creek RRS DI ≤ 2.0 33. Ygnacio Valley Rd/Via Monte Walnut Creek RRS DI ≤ 2.0 34. Ygnacio Valley Rd/Oak Grove Rd Walnut Creek RRS DI ≤ 2.0 Notes RRS = Route of Regional Significance, DI = Delay Index

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 14

5. Existing Conditions

The Existing Conditions scenario provides an evaluation of current operation based on existing traffic volumes during the a.m. and p.m. peak periods. This condition does not include traffic generated by implementation of the proposed Specific Plan. Volume data collected in January 2013 were used for this existing conditions analysis.

5-1. Traffic Patterns

Existing traffic patterns on the network adjacent to the Shadelands Gateway Specific Plan area were estimated based on peak hour traffic observations, knowledge of the area and a review of turning movement volumes at intersections adjacent to the plan area.

Dominant Flow Direction

Both Ygnacio Valley Road and Treat Boulevard are regional routes used for traveling within Walnut Creek and the adjacent communities of Clayton and Concord to the east. Ygnacio Valley Road can be used to reach employment and commercial centers within Walnut Creek as well as SR 24, I-680 or the Walnut Creek BART Station to the west. Similarly, Treat Boulevard can also used to reach downtown Walnut Creek as well as the Pleasant Hill BART Station and I-680. As such, Ygnacio Valley Road and Treat Boulevard both have a dominant westbound flow in the morning and a more pronounced eastbound flow in the evening.

Traffic Signal Coordination

The City of Walnut Creek uses coordinated traffic signal timing along Ygnacio Valley Road to assist the dominant direction of traffic in the respective peak hours in an effort to minimize travel time and delay. However, in order to facilitate a smooth westbound traffic flow during the morning peak period, westbound traveling vehicles are metered at the intersection of Ygnacio Valley Road/Oak Grove Road. This metering can cause initial delay for westbound travel, but once drivers pass this intersection, the signal coordination works to minimize further delay.

Trip Diversion

In an attempt to avoid congestion, some drivers choose to take a longer, more circuitous, but less congested route to reach their destination. Adjacent to the Shadelands Gateway Specific Plan area, the following patterns have been identified.

Shadelands Drive

Some westbound drivers on Ygnacio Valley Road choose to turn right onto Oak Grove Road (going northbound) then turn left on Shadelands Drive to continue westbound during the morning peak period. Once on Shadelands Drive, drivers can then turn left on one of the available side streets (North Via Monte, North Wiget Lane or Lennon Lane) and ultimately return to Ygnacio Valley Road.

This diverted route may indirectly benefit drivers along Ygnacio Valley Road who have to contend with fewer vehicles along some portions of the route.

Citrus Avenue

There has been concern expressed by community members that drivers use Citrus Avenue as a cut- through route to travel between Treat Boulevard and Ygnacio Valley Road. To minimize the possibility of cut-through traffic, the City of Concord has installed turn restrictions at the intersection of Treat

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 15

Boulevard/Citrus Avenue that would make Citrus Avenue an impractical route for the vast majority of drivers. Further, the existing traffic volumes measured on Citrus Avenue are consistent with the amount of development that is immediately adjacent to the route, and therefore does not indicate substantial use of Citrus Avenue as a cut-through route.

Another route identified by community members involves drivers avoiding the left-turn movement from westbound Ygnacio Valley Road onto southbound Oak Grove Road by taking the following route from westbound Ygnacio Valley Road:

• Right turn onto northbound Oak Grove Road • Right turn onto eastbound Citrus Avenue • U turn or loop around an adjacent parking lot on Citrus Avenue to return westbound on Citrus Avenue • Left turn onto southbound Oak Grove Road to continue straight through the intersection with Ygnacio Valley Road

The reasoning behind this route is related to congestion at Ygnacio Valley Road/Oak Grove Road that impacts the westbound left-turn movement more than the westbound right-turn or southbound through movements. Therefore, the perceived overall delay may be less with this diversion.

Field observations during the a.m. peak period indicate that a relatively low volume of vehicles make the cut-through or diverted traffic movements. It appears that neither of these diverted routes would have a measurable impact on intersection or roadway operations.

5-2. Intersection Operations

The existing traffic volumes are shown in Figure 2, and existing traffic intersection operations are shown in Table 7. While the traffic volume data in Figure 2 is shown for all 34 study intersections, based on the City’s standards, intersection LOS applies only to intersections that are not located along a route of regional significance. Therefore, the LOS results shown in Table 7 apply only to the five study intersections along Oak Grove Road. These five study intersections along Oak Grove Road currently operate acceptably at LOS B or better. Copies of the Level of Service calculations are provided in Appendix C.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 16 1 2 3 4 921(853) 91 (87) 573 (230) 532 (534)

24 (93) 47 (77) 178(477)

3 (482) 321(224) 94 (158)

126(216) 604(349) 693(764) 271(454) 1852(1460) 2315(1627) 1. Treat Blvd/Main St 1574(1593) 235 (130) 432(380) 448 (157) 2. Treat Blvd/I-680 NB Ramps-Buskirk Ave (502)456 (167) 232 (49) 81 3. Treat Blvd/Oak Rd (75) 33 (1188)772 (531)459 (1685)1437 (1848)1397 4. Treat Boulevard/Jones Rd (111)115 (185) 350 (76) 74 5. Treat Blvd/Cherry Ln

(121) 46 (41) 31

(408)102

(784)1192

(260) 583 (260) (128) 195 (128)

(280)224 (380)201 (168) 37

(196) 36 (585) 81 Treat Blvd/Main St (400)174 Treat Blvd/I-680 NB Ramps-Buskirk Ave Treat Blvd/Oak Rd Treat Boulevard/Jones Rd 6. Treat Blvd/Caldelero Dr 7. Treat Blvd/Bancroft Rd 5 6 7 8 8. Treat Blvd/Carriage Dr 27 (45) 7 (9) 78 (71) 14 (14) 9. Treat Blvd/Winton Dr

244(148) 506(340) 222(203)

28 (19) 98 (6) 111(13)

36(46) 69(21) 69(44) 2147(1002)

64(25) 4 (5) 3229(1709) 11(0) 3009(1673) 2316(1072) 10. Treat Blvd/Oak Grove Plaza 0 (0) 17 (28) 223 (142) 2 (4) 11. Treat Blvd/Oak Grove Rd 12. Oak Grove Rd/Ygnacio Valley HS (85) 33 (55) 64 (181) 53 (36) 11 (2602)1522 (2656)1539 (1805)956 (2113)1104 13. Oak Grove Rd/Contra Costa Trail (42) 42 (47) 10 (644)555 (17) 228 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln

(43)92 (1) 0 (10)22

(41)199 (7) 30 (7) 4

(651)745 (445)292 (155)144

(68)57 (22) 6 Treat Blvd/Cherry Ln (127)32 Treat Blvd/Caldelero Dr Treat Blvd/Bancroft Rd Treat Blvd/Carriage Dr 15. Oak Grove Rd/Shadelands Dr 16. Oak Grove Rd/Citrus Ave 9 10 11 12 17. Ygnacio Valley Rd/I-680 SB Onramp 3 (2) 103 (134) 34(23) 2002(1057)

102(87) 628(498) 104(251)

0(0) 0(0) 0(1) 14(2) 446(62) 900(770) 2300(982) 1838(513) 9 (15) 390 (58) 20 (43) 326 (148) 45(17) LEGEND xx A.M. Peak Hour Volume (2010)863 (3) 0 (244)116 (123)345 (xx) P.M. Peak Hour Volume (127)307 (2104)896 (1645)417 (2) 0 (106) 42 (166)285 (17) 28

(120)46 (0) 0

(55) 5

(79)182 (141)346

(10) 71 (1123)776 (15) 16

(300)370 (605)613 (289) 67 Treat Blvd/Winton Dr Treat Blvd/Oak Grove Plaza Treat Blvd/Oak Grove Rd Oak Grove Rd/Ygnacio Valley HS

13 14 15 16 17 149(58) 65 (87) 418(667) 21 (100)

409(116) 555(575) 56 (86)

84 (13) 178(45) 472(766) 1025(783) 360(298) 105(51) 1044(1133) 782 (1259) (433)50 (147)26 (173)120 (25)11 (125) 5 (132)299 (105)14

(1191)676 (232) 186 (232)

(17)132 (458)1383 (692)482

(52)158

(671)758 (34)648 Oak Grove Rd/Contra Costa Trail Oak Grove Rd/Mitchell Dr-Peachwillow Ln Oak Grove Rd/Shadelands Dr Oak Grove Rd/Citrus Ave Ygnacio Valley Rd/I-680 SB Onramp

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 2A City of Walnut Creek Existing Traffic Volumes 18 19 20 21 126 (176) 1415(1901) 78 (41) 104 (146) 97 (102)

74(306) 17(40) 29(57)

73 (146) 207(170) 71 (115)

37 (108) 605(525) 1457(1648) 200(238) 1747(1634)

98 (193) 596(428) 124 (34) 66 (150) 1689(1646) 18. Ygnacio Valley Rd/I-680 NB Offramp-Oakland Blvd 209 (138) 62 (35) 67 (132) 19. Ygnacio Valley Rd/California Blvd (20) 6 (71) 155 (133) 128 20. Ygnacio Valley Rd/Main St (96) 79 (56) 60 (1568)1424 (1862)1304 (65)123 (1711)1341 21. Ygnacio Valley Rd/Broadway (80) 148 (125) 120 (84) 118 22. Ygnacio Valley Rd/Civic Dr

(231) 316 (159) 200 (1517)1865

(125) 36 (599)172 (78) 21

(113) 47 (113) (348)155 (84) 25

(280)124 (701)253 Ygnacio Valley Rd/ (187) 74 I-680 NB Offramp-Oakland Blvd Ygnacio Valley Rd/California Blvd Ygnacio Valley Rd/Main St Ygnacio Valley Rd/Broadway 23. Ygnacio Valley Rd/Walnut Blvd 24. Ygnacio Valley Rd/Homestead Ln 22 23 24 25 25. Ygnacio Valley Rd/Marchbanks Dr-Tampico 12 (16) 464 (305) 43 (57) 6 (4) 26. Ygnacio Valley Rd/Kinross Dr-La Casa Via

146(62) 6 (1) 10 (10) 2274(2170)

22 (34) 109(55) 89 (41)

10(9) 26(7) 5 (12)

100(72) 565(378) 345(321) 1757(1798) 2700(2336) 2693(2363) 27. Ygnacio Valley Rd/John Muir Medical Ctr 87 (25) 694 (605) 61 (119) 74 (211) 28. Ygnacio Valley Road/San Carlos Dr (142) 39 (171) 80 (31) 56 (17) 8 29. Ygnacio Valley Rd/Bencroft Rd-Walnut Ave (2584)1851 (1917)1287 (2863)1676 (2739)1794 30. Ygnacio Valley Rd/Wimbledon Rd (19) 64 (35) 49 (91) 134 (107) 152 31. Ygnacio Valley Rd/Lennon Ln

(312)117 (21) 4 (88) 22

(101)169 (133) 59 (23) 99

(39) 11 (647)155 (507)355 Ygnacio Valley Rd/

(123)219 (16) 11 (14)233 Ygnacio Valley Rd/Civic Dr Ygnacio Valley Rd/Walnut Blvd Ygnacio Valley Rd/Homestead Ln Marchbanks Dr-Tampico 32. Ygnacio Valley Rd/Wiget Ln 33. Ygnacio Valley Rd/Via Monte 26 27 28 29 34. Ygnacio Valley Rd/Oak Grove Rd 16 (24) 158 (174) 185 (358)

29(11) 4 (2) 19(10)

106(93) 24 (60) 145(207)

269(176) 380(398) 2332(2016) 2663(2079) 2348(1784) 538(264) 1905(1595) 304 (105) 66 (28) 39 (74) 79 (45) LEGEND xx A.M. Peak Hour Volume (26) 11 (2861)1580 (83) 138 (380) 228 (xx) P.M. Peak Hour Volume (2484)1498 (19) 49 (2598)1351 (2338)1156

(88) 281 (212) 118 (277) 160

(67)49 (27)17

(325)113 (0) 0 (298)101

(192)359 (249)515 (61) 52

(251)312 (35) 39 Ygnacio Valley Rd/ (61) 38 Kinross Dr-La Casa Via Ygnacio Valley Rd/John Muir Medical Ctr Ygnacio Valley Road/San Carlos Dr Ygnacio Valley Rd/Bencroft Rd-Walnut Ave

30 31 32 33 34 796 (30) 55 (19) 31 (16) 13 (8)

228(225) 478(410) 89 (324)

176(318) 109(52) 10(1) 12 (122) 68(1) 51(15) 1881(1963) 1604(1054) 1094(539)

102(142) 60 (7) 32 (16) 6 (90) 1509(871) 211(547) 0 (0) 258 (142) 115 (19) 1949(1436) 43 (54) 18 (27) (27) 11 (68)270 (338)227 (126) 703 (27)112 (2558)1651 (2332)621 (2072)354 (2451)1041 (2439)577 (25) 173 (118)154 (104) 76

(51)72 (2) 9 (31)55 (27) 18

(18)44 (4)27 (25)82

(149)141 (90)207 (325)473 (27) 74 (194)168 (59) 62 Ygnacio Valley Rd/Wimbledon Rd Ygnacio Valley Rd/Lennon Ln Ygnacio Valley Rd/Wiget Ln Ygnacio Valley Rd/Via Monte Ygnacio Valley Rd/Oak Grove Rd

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 2B City of Walnut Creek Existing Traffic Volumes

Table 7 Existing Intersection Levels of Service Intersection Existing Conditions AM Peak PM Peak v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.50 A 0.41 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.30 A 0.34 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.54 A 15. Oak Grove Rd/Shadelands Dr 0.65 B 0.37 A 16. Oak Grove Rd/Citrus Ave 0.63 B 0.37 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

5-4. Routes of Regional Significance

The delay index was calculated for the two Routes of Regional Significance, Ygnacio Valley Road and Treat Boulevard, between Oak Grove Road and I-680. Delay index results are summarized in Table 8 and calculations are provided in Appendix D. The westbound morning commute and eastbound evening commute experience the highest delay. However, there is only a slight variance in the delay indices for the eastbound and westbound directions during both peak periods as the City of Walnut Creek utilizes coordinated signal timing to ease traffic flow in the peak directions, resulting in a lower difference in delay index between the peak and off-peak direction of travel.

Table 8 Existing Route of Regional Significance Operations Study Segment Existing Conditions Direction AM Peak PM Peak Speed DI Speed DI Ygnacio Valley Rd Eastbound 25.0 1.07 16.0 1.26 Westbound 25.5 1.15 20.1 1.19 Treat Blvd Eastbound 21.1 1.32 15.8 1.49 Westbound 23.0 1.53 18.1 1.26 Notes: Speed is measured in miles per hour; DI = delay index

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 19

6. Specific Plan Scenario

6-1. Specific Plan Description

The Shadelands Gateway Specific Plan would allow for replacement of two existing office buildings with a shopping center and senior housing complex. The site is located northwest of the intersection of Ygnacio Valley Road/Oak Grove Road in the City of Walnut Creek. The shopping center would include a 55,000 square-foot grocery store and 125,000 square feet of other commercial uses, which may include restaurants, retail stores and personal services. There is an additional 45,000 square-foot building that would be developed within the shopping center with one of two optional uses:

• Option A – Fitness Center/Gym • Option B – Medical Office Building

On the northwest quadrant of the site a 200-unit senior housing complex would be developed. The proposed Specific Plan area and land use plan are shown in Figure 3.

6-2. Trip Generation

The anticipated trip generations for the land uses proposed in the Specific Plan were estimated using standard techniques published by the Institute of Transportation Engineers (ITE) in Trip Generation Manual, 9th Edition, 2012. Detailed information on the calculation of trip generation is outlined in the Shadelands Specific Plan – Trip Generation Assumptions Memorandum, which is provided in Appendix E (see the Land Use Alternative section).

It was determined that these two options would result in very similar peak hour travel characteristics. Therefore, only Option A with the fitness center/gym was fully analyzed in a quantitative manner, and Option B with the medical office building was analyzed in a qualitative, comparative manner, which is discussed in detail in Chapter 14 – Land Use Alternatives.

6-3. Trip Distribution

The pattern used to allocate new trips to the street network was based on local travel patterns, knowledge of the area and the locations of likely origins and destinations. These assumptions are also outlined in the Shadelands Specific Plan – Trip Generation Assumptions Memorandum, and the resulting distributed trips are shown on Figure 4.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 20 639' TO CENTER OF NORTH VIA MONTE 426' TO CENTER OF OAK GROVE ROAD

4 5 30' 21 21 SHADELANDS DRIVE 32 5 2 4 2 25'

SENIOR HOUSING 15

2 14 NORTH VIA MONTE 29 4 29 25

8 BUILDING J

5 RESTAURANT

T 16 O 10090 SF

E 2 1' N 04' 28 30 T 25

21 O

O 22 86 K F ' 1 G

S 6 R

H ' O 21 A 3 V D 9 E

E BUILDING L R

L 138' O A 12

N 3858 SF 22 A

D D

S 5

D 25 22 2

R 30 7

I 11 2

E T

4 2 O

C 41'

E 213'

BUILDING K 155' BUILDING D 35' N T

34448 SF E 1 5350 SF R

1 O

22 F BUILDING C 8 C

I 170' 3260 SF T R 32 1 U 18 BUILDING E S 2 96' 12937 SF 26

30 60' ' 1

91' 3 124' 2 7 BUILDING A SAFEWAY 8 32 55010 SF 219'

3 17 0 BUILDING B BUILDING B BUILDING B 3 ' ' JUNIOR ANCHOR JUNIOR ANCHOR 167' SHOPS 25' 6 8 14123 SF 18987 SF 6382 SF 18 2 5 24 8 17 25 7 12 8 BUILDING F 30 22 SHOPS 5 8979 SF 4

3 261' 30' 262' 4 '

T 4 30 O 44' 17 70' C 18 24 E N '

7 T

0 E 2 R

32 30 FY 25 3 BUILDING I G

' 2 4027 SF 18 22

T C

O I 2 18 30 O

C 126' 75' 119'

E 28 BUILDING F CAFE

T 18 5314 SF L

E E

R Y

O RO

N BUILDING H BUILDING G

A 25

C 7567 SF 6767 SF

I O 18 18 12 19

Y 12

R 55'

O 10

3 19 19 32 24 35' 26 YGNACIO VALLEY ROAD 2 5

341' TO CENTER OF VIA MONTE 874' TO CENTER OF OAK GROVE ROAD SITE PLAN 1 1" = 50'-0"

Source: Lowney Architecture 5/12 005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 3 City of Walnut Creek Site Plan 1 2 3 4 0(0) 5 (12) 0 (0)

0(0) 0(0) 0(0)

0(0) 0(0) 8(20) 4(15)

0(0) 0(0) 6(25) 3(8) 11(27) 16(39) 1. Treat Blvd/Main St 3(8) 0 (0) 0 (0) 0(0) 2. Treat Blvd/I-680 NB Ramps-Buskirk Ave (0)0 3. Treat Blvd/Oak Rd (0)0 (0)0 (0) 0 (35)8 (35)8 (49)12 4. Treat Boulevard/Jones Rd

(0)0 (0)0 (10)2 (0)0

(0)0 (0)0 (0)0 (0)0 (0)0 (0)0

(0)0 (0)0 (0)0 (0)0 (0)0 (0) 0 5. Treat Blvd/Cherry Ln Treat Blvd/Main St Treat Blvd/I-680 NB Ramps-Buskirk Ave Treat Blvd/Oak Rd Treat Boulevard/Jones Rd 6. Treat Blvd/Caldelero Dr 7. Treat Blvd/Bancroft Rd 5 6 7 8 8. Treat Blvd/Carriage Dr 0 (0) 0 (0) 10(26) 0 (0) 9. Treat Blvd/Winton Dr

0(0) 4(15) 7(34)

0(0) 0(0) 0(0)

0(0) 0(0) 0(0) 16(39)

0(0) 0(0) 16(39) 0(0) 16(39) 26(65) 10. Treat Blvd/Oak Grove Plaza 0 (0) 0 (0) 0 (0) 0 (0) 11. Treat Blvd/Oak Grove Rd (0) 0 (0) 0 (0) 0 (0) 0 12. Oak Grove Rd/Ygnacio Valley HS (49)12 (49)12 (49)12 (84)19 13. Oak Grove Rd/Contra Costa Trail

(0)0 (0)0 (0)0

(0)0 (0)0 (0)0 (0) 0

(0)0 (13)5 (0) 0 (0) 0 (0)0 (0) 0 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln

Treat Blvd/Cherry Ln Treat Blvd/Caldelero Dr Treat Blvd/Bancroft Rd Treat Blvd/Carriage Dr 15. Oak Grove Rd/Shadelands Dr 16. Oak Grove Rd/Citrus Ave 9 10 11 12 17. Ygnacio Valley Rd/I-680 SB Onramp 0 (0) 0 (0) 0(0)

0(0) 0(0) 26(65) 0(0)

0 (0) 37(158) 0 (0)

0(0) 6(25) 26(65) 0(0) 0 (0) 0(0) 0 (0) 0 (0) 12(50) 0(0) LEGEND xx A.M. Peak Hour Volume (84)19 (0) 0 (0)0 (xx) P.M. Peak Hour Volume (0) 0 (0) 0 (84)19 (0)0

(0)0 (0)0 (0) 0

(0)0 (0)0 (0) 0 (0)0 (84)19 (0)0

(65)26 (20) 8 (39)16

(0) 0 (124)49 (0) 0 Treat Blvd/Winton Dr Treat Blvd/Oak Grove Plaza Treat Blvd/Oak Grove Rd Oak Grove Rd/Ygnacio Valley HS

13 14 15 16 17 0(0)

68(148) 8 (20)

37(158) -16(59) 57 (118) -3(6)

0 (0) 37(158) 0 (0) 0(0) 0(0) 5(20) 8 (19) 8(20) (0)0 (205)63 (0)0 (0)0 (51)18 (0)0

(10)-6 (0) 0

(0)0 (22)-8 (-6)-1

(124)49

(0) 0 (124)49 (16) 6 Oak Grove Rd/Contra Costa Trail Oak Grove Rd/Mitchell Dr-Peachwillow Ln Oak Grove Rd/Shadelands Dr Oak Grove Rd/Citrus Ave Ygnacio Valley Rd/I-680 SB Onramp

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 4A City of Walnut Creek Specific Plan Traffic Volumes 18 19 20 21 0(0) 4(13) 4 (7) 0 (0)

0(0) 0(0) 0(0)

0 (0) 0 (0) 8(20) 12(25)

0 (0) 0 (0) -6(-1)

0(0) 0(0) 8(20) 12(32) 0(0) 16(39) 18. Ygnacio Valley Rd/I-680 NB Offramp-Oakland Blvd 0(0) 0(0) 0 (0) 0 (0) 19. Ygnacio Valley Rd/California Blvd (0)0 (0)0 20. Ygnacio Valley Rd/Main St (0) 0 (0) 0 (0)0 (25)6 (50)17 (49)12 21. Ygnacio Valley Rd/Broadway

(0)0 (0)0 (0)0

(0)0 (0)0 (0)0 (25)6

(0)0 (0)0 (0)0 (0)0

(0)0 (0)0 (0) 0 (0) 0 (0)0 22. Ygnacio Valley Rd/Civic Dr Ygnacio Valley Rd/ I-680 NB Offramp-Oakland Blvd Ygnacio Valley Rd/California Blvd Ygnacio Valley Rd/Main St Ygnacio Valley Rd/Broadway 23. Ygnacio Valley Rd/Walnut Blvd 24. Ygnacio Valley Rd/Homestead Ln 22 23 24 25 25. Ygnacio Valley Rd/Marchbanks Dr-Tampico 0 (0) 8 (20) 0 (0) 0 (0) 26. Ygnacio Valley Rd/Kinross Dr-La Casa Via

0(0) 0(0) 0(0)

0(0) 0(0) 0(0) 23(59)

0(0) 0(0) 0(0) 0(0) 6(25) 16(39) 0(0) 23(59) 23(59) 27. Ygnacio Valley Rd/John Muir Medical Ctr 0 (0) 0 (0) 0 (0) 0 (0) 28. Ygnacio Valley Road/San Carlos Dr (0) 0 29. Ygnacio Valley Rd/Bencroft Rd-Walnut Ave (0) 0 (0) 0 (0) 0 (74)18 (49)12 (74)18 (74)18 30. Ygnacio Valley Rd/Wimbledon Rd

(0)0 (0)0 (0)0

(0)0 (0)0 (0)0 (0) 0

(0)0 (0)0 (0)0 (0)0 (0) 0 (0)0 (0) 0 (0)0 (0) 0 31. Ygnacio Valley Rd/Lennon Ln Ygnacio Valley Rd/ Ygnacio Valley Rd/Civic Dr Ygnacio Valley Rd/Walnut Blvd Ygnacio Valley Rd/Homestead Ln Marchbanks Dr-Tampico 32. Ygnacio Valley Rd/Wiget Ln 33. Ygnacio Valley Rd/Via Monte 26 27 28 29 34. Ygnacio Valley Rd/Oak Grove Rd 0 (0) 0 (0) 5 (13)

0(0) 0(0) 4(15)

0(0) 0(0) 0(0) 23(59)

0(0) 0(0) 23(59) 0(0) 23(59) 23(59) 0 (0) 0 (0) 0 (0) 11(27) LEGEND xx A.M. Peak Hour Volume (0) 0 (74)18 (0) 0 (0) 0 (xx) P.M. Peak Hour Volume (74)18 (0) 0 (74)18 (74)18

(0)0 (0)0

(0)0 (0)0 (0)0

(0)0 (0)0 (0) 0 (0)0 (0) 0 (0)0 (0)0 (0) 0 (35)8 Ygnacio Valley Rd/ Kinross Dr-La Casa Via Ygnacio Valley Rd/John Muir Medical Ctr Ygnacio Valley Road/San Carlos Dr Ygnacio Valley Rd/Bencroft Rd-Walnut Ave

30 31 32 33 34 0 (0) 0 (0) -1 (27) -5 (7)

0(0) 0(0) 0(0) 40(99)

0(0) 0(0) 0(0)

3 (11) 7 (21) 16(44)

26(64) 5 (11) 0 (0) 40(99) 9 (22) 23(72) 22(67)

0(0) 0 (0) 0(0) 40(99) 8 (20) 1 (5) 0 (0)

(0) 0 (0) 0 (0) 0 (202) 46 (0)0 (124)30 (124)30 (124)30 (-53)-10 (15)7

(0)0 (0)0 (0) 0 (0)0

(0)0 (0)0 (0) 0 (25)6

(0)0 (20)5 (0)0 (-1)1

(0) 0 (22) 7 (2)-2 (0) 0 Ygnacio Valley Rd/Wimbledon Rd Ygnacio Valley Rd/Lennon Ln Ygnacio Valley Rd/Wiget Ln Ygnacio Valley Rd/Via Monte Ygnacio Valley Rd/Oak Grove Rd

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 4B City of Walnut Creek Specific Plan Traffic Volumes

7. Existing plus Specific Plan Scenario

7-1. Intersection Operations

With Specific Plan-related traffic added to existing traffic volumes, the study intersections are expected to operate at an acceptable LOS B or better. These results are summarized in Table 9.

Table 9 Existing and Existing plus Specific Plan Intersection Levels of Service Study Intersection Existing Conditions Existing plus Specific Plan AM Peak PM Peak AM Peak PM Peak v/c LOS v/c LOS v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.50 A 0.41 A 0.52 A 0.45 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.30 A 0.34 A 0.31 A 0.38 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.54 A 0.70 B 0.60 B 15. Oak Grove Rd/Shadelands Dr 0.65 B 0.37 A 0.68 B 0.53 A 16. Oak Grove Rd/Citrus Ave 0.63 B 0.37 A 0.64 B 0.39 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

Finding: The study intersections are expected to continue operating acceptably upon the addition of Specific Plan-generated traffic.

7-2. Routes of Regional Significance

Under Existing plus Specific Plan conditions, the two Routes of Regional Significance studied are expected to continue to operate acceptably with a maximum delay index of 1.56 and a minimum average speed of 15.1 mph. These results are summarized in Table 10 and calculations are provided in Appendix D.

Table 10 Existing and Existing plus Specific Plan Routes of Regional Significance Operations Study Segment Existing Conditions Existing plus Specific Plan Direction AM Peak PM Peak AM Peak PM Peak Speed DI Speed DI Speed DI Speed DI Ygnacio Valley Rd Eastbound 25.0 1.07 16.0 1.26 25.7 1.04 16.0 1.27 Westbound 25.5 1.15 20.1 1.19 27.0 1.08 20.3 1.18 Treat Blvd Eastbound 21.1 1.32 15.8 1.49 20.2 1.37 15.1 1.56 Westbound 23.0 1.53 18.1 1.26 25.5 1.37 17.6 1.30 Notes: Speed is measured in miles per hour; DI = delay index

It is noted that travel speeds would slightly improve with the addition Specific Plan-generated traffic. This is due to the fact that traffic signals along Ygnacio Valley Road and Treat Boulevard are programmed to

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 24

automatically adjust timing to accommodate varying travel demands. Therefore, the addition of Specific Plan-generated traffic on certain movements would potentially result in more efficient signal operations and ultimately a faster corridor travel time.

Finding: Operation on the study Routes of Regional Significance would remain within the limits established for acceptable conditions upon the addition of Specific Plan-generated traffic.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 25

8. Baseline Conditions

8-1. Baseline Projects Trip Generation

Baseline operating conditions were projected for the year 2015, which is when, if approved, the development associated with the proposed Specific Plan would be expected to be built and in operation. A list of approved and pending projects was provided by staff from both the City of Walnut Creek and City of Concord. The Shadelands Gateway Specific Plan Traffic Analysis – Baseline Traffic Volume Development Memorandum, contains details regarding the approved and pending projects which are included in the near-term Baseline conditions analysis. A copy of this memorandum is provided in Appendix F for reference.

8-2. Planned Improvements

It was assumed that the roadway network for the Baseline Conditions would be unchanged from its current configuration.

8-3. Intersection Operations

Under these Baseline conditions the study intersections along Oak Grove Road are expected to continue to operate acceptably at LOS B or better. These results are summarized in Table 11 and Baseline traffic volumes for all study intersections are shown in Figure 5.

Table 11 Baseline Intersection Levels of Service Intersection Baseline Conditions AM Peak PM Peak v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.51 A 0.41 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.31 A 0.35 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.55 A 15. Oak Grove Rd/Shadelands Dr 0.65 B 0.37 A 16. Oak Grove Rd/Citrus Ave 0.64 B 0.38 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

8-4. Routes of Regional Significance

Under Baseline conditions, Ygnacio Valley Road and Treat Boulevard are expected to continue to operate acceptably with a maximum delay index of 1.56 and a minimum average speed of 15.7 mph. The results are summarized in Table 12 and calculations are provided in Appendix D.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 26 1 2 3 4 921(853) 91 (87) 573 (230) 554 (570)

24 (93) 47 (77) 178(477)

3 (482) 312(233) 94 (158)

126(217) 597(357) 719(796) 283(474) 1907(1526) 2377(1712) 1. Treat Blvd/Main St 1606(1624) 235 (130) 453(391) 455 (176) 2. Treat Blvd/I-680 NB Ramps-Buskirk Ave (509)460 (167) 232 (49) 81 3. Treat Blvd/Oak Rd (75) 33 (1248)817 (547)474 (1753)1488 (1928)1465 4. Treat Boulevard/Jones Rd (119)122 (185) 350 (76) 74 5. Treat Blvd/Cherry Ln

(121) 46 (41) 31

(408)102

(792)1199

(260) 583 (260) (129) 195 (129)

(280)224 (380)206 (180) 53

(204) 44 (580) 82 Treat Blvd/Main St(420)182 Treat Blvd/I-680 NB Ramps-Buskirk Ave Treat Blvd/Oak Rd Treat Boulevard/Jones Rd 6. Treat Blvd/Caldelero Dr 7. Treat Blvd/Bancroft Rd 5 6 7 8 8. Treat Blvd/Carriage Dr 27 (45) 7 (9) 83 (77) 14 (14) 9. Treat Blvd/Winton Dr

266(181) 515(353) 227(210)

28 (19) 98 (6) 111(13)

36(46) 69(21) 69(44) 2156(1015)

64(25) 4 (5) 3291(1794) 11(0) 3071(1758) 2330(1091) 10. Treat Blvd/Oak Grove Plaza 0 (0) 17 (28) 223 (142) 2 (4) 11. Treat Blvd/Oak Grove Rd 12. Oak Grove Rd/Ygnacio Valley HS (85) 33 (55) 64 (210) 79 (36) 11 (2682)1590 (2736)1607 (1815)967 (2130)1120 13. Oak Grove Rd/Contra Costa Trail (42) 42 (47) 10 (685)586 (17) 228 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln

(43)92 (1) 0 (10)22

(41)199 (7) 30 (7) 4

(690)775 (458)302 (155)144

446(62) 914(789) 2016(1076) 9 (15)

107(92) 633(504) 104(251)

0(0) 0(0) 0(1) 2314(1001) 1847(524) 14(2) 390 (58) 20 (43) 336 (161) 45(17) LEGEND xx A.M. Peak Hour Volume (2027)879 (3) 0 (250)121 (123)345 (xx) P.M. Peak Hour Volume (127)307 (2121)912 (1656)427 (2) 0

(106) 42 (166)285 (17) 28

(79)182 (141)346

(120)46 (0) 0 (55) 5

(303)370 (612)617 (303) 76

(10) 71 (1146)790 Treat Blvd/Winton Dr Treat Blvd/Oak Grove Plaza Treat Blvd/Oak Grove Rd Oak Grove Rd/Ygnacio Valley HS (15) 16

13 14 15 16 17 149(58) 65 (87) 432(686) 21 (100) 178(45) 486(785)

409(116) 569(594) 56 (86)

1042(802) 84 (13) 360(298) 105(51) 1074(1168) 840 (1297) (433)50 (147)26 (225)119 (25)11 (125) 5 (133)301 (105)14

(1214)690

(694)772

(34)648 (232) 186 (232)

(17)132 (481)1397 (715)496 (52)158 Oak Grove Rd/Contra Costa Trail Oak Grove Rd/Mitchell Dr-Peachwillow Ln Oak Grove Rd/Shadelands Dr Oak Grove Rd/Citrus Ave Ygnacio Valley Rd/I-680 SB Onramp

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 5A City of Walnut Creek Baseline Traffic Volumes 18 19 20 21 126 (176) 78 (41) 97 (102)

74(306) 17(40) 29(57) 1504(1973) 118 (153)

73 (146) 207(170) 1507(1694) 71 (115)

98 (193) 596(428) 66 (150) 1832(1750)

45 (134) 576(534) 124 (34) 203(252) 1781(1744) 18. Ygnacio Valley Rd/I-680 NB Offramp-Oakland Blvd 217 (170) 47 (144) 62 (35) 19. Ygnacio Valley Rd/California Blvd (20) 6 (71) 155 20. Ygnacio Valley Rd/Main St (148) 78 (67) 82 (133) 128 (1666)1410 (65)123 (1821)1406 (1981)1374 21. Ygnacio Valley Rd/Broadway (125) 159 (120) 45 (85) 119 22. Ygnacio Valley Rd/Civic Dr

(232) 316 (159) 200 (1608)1862

(114) 47 (114) (348)155 (84) 25

(307)163 (701)253 (205)100

(79) 10 (598)180 Ygnacio Valley Rd/ (74) 24 I-680 NB Offramp-Oakland Blvd Ygnacio Valley Rd/California Blvd Ygnacio Valley Rd/Main St Ygnacio Valley Rd/Broadway 23. Ygnacio Valley Rd/Walnut Blvd 24. Ygnacio Valley Rd/Homestead Ln 22 23 24 25 25. Ygnacio Valley Rd/Marchbanks Dr-Tampico 470 (327) 43 (57) 6 (4) 12 (16) 26. Ygnacio Valley Rd/Kinross Dr-La Casa Via

146(62) 6 (1) 10 (10)

23 (36) 109(55) 89 (41) 2299(2249)

10(9) 26(7) 5 (12)

136(113) 587(393) 368(333) 1776(1855) 2725(2415) 2718(2442) 27. Ygnacio Valley Rd/John Muir Medical Ctr 87 (25) 695 (607) 61 (119) 74 (211) 28. Ygnacio Valley Road/San Carlos Dr (218) 103 (32) 58 (17) 8 (142) 39 29. Ygnacio Valley Rd/Bencroft Rd-Walnut Ave (1958)1324 (2916)1736 (2792)1854 (2637)1911 30. Ygnacio Valley Rd/Wimbledon Rd (19) 64 (65) 59 (91) 134 (107) 152 31. Ygnacio Valley Rd/Lennon Ln

(58) 41 (669)164 (508)357

(101)169 (133) 59 (23) 99

(312)117 (21) 4 Ygnacio Valley Rd/ (88) 22

29(11) 4 (2) 19(10)

106(93) 24 (60) 2357(2095) 145(207)

269(176) 382(402) 2688(2158) 2373(1863) 576(314) 1929(1670) 304 (105) 66 (28) 39 (74) 83 (52) LEGEND xx A.M. Peak Hour Volume (26) 11 (2914)1640 (83) 138 (380) 228 (xx) P.M. Peak Hour Volume (2537)1558 (19) 49 (2651)1411 (2390)1213

(88) 281 (212) 118 (67)49 (27)17 (279) 163

(251)312 (35) 39 (61) 38

(325)113 (0) 0 (195)360 (298)101 (251)519 Ygnacio Valley Rd/ (67) 57 Kinross Dr-La Casa Via Ygnacio Valley Rd/John Muir Medical Ctr Ygnacio Valley Road/San Carlos Dr Ygnacio Valley Rd/Bencroft Rd-Walnut Ave

30 31 32 33 34

55 (19) 54 (43) 13 (8) 796 (30)

242(242) 479(412) 89 (324)

10(1) 68(1) 51(15) 1945(2095) 1097(571)

102(142) 235(409) 60 (7) 109(52) 6 (90) 32 (16) 32 (153) 1608(1094) 1536(938) 211(547) 0 (0) 115 (19) 2013(1568) 43 (54) 18 (27) 258 (143) (27) 11 (357)240 (126) 703 (149)338 (27)112 (2665)1750 (2090)380 (2558)1140 (2358)653 (2496)629 (25) 173 (116) 86

(51)72 (2) 9 (31)55 (118)154 (27) 18

(18)44 (4)27 (25)82

(167)151 (330)474 (195)168

(90)207 (27) 74 (59) 62 Ygnacio Valley Rd/Wimbledon Rd Ygnacio Valley Rd/Lennon Ln Ygnacio Valley Rd/Wiget Ln Ygnacio Valley Rd/Via Monte Ygnacio Valley Rd/Oak Grove Rd

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 5B City of Walnut Creek Baseline Traffic Volumes

Table 12 Baseline Routes of Regional Significance Operations Study Segment Baseline Conditions Direction AM Peak PM Peak Speed DI Speed DI Ygnacio Valley Rd Eastbound 24.8 1.08 15.7 1.29 Westbound 25.0 1.17 19.2 1.25 Treat Blvd Eastbound 20.9 1.33 15.9 1.48 Westbound 22.5 1.56 17.2 1.33 Notes: Speed is measured in miles per hour; DI = delay index

Finding: Operation on the study Routes of Regional Significance would remain within the limits established for acceptable conditions with the Baseline-generated traffic.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 29

9. Baseline plus Specific Plan Scenario

9-1. Intersection Operations

With Specific Plan-related traffic added to Baseline traffic volumes, the study intersections are expected to operate at an acceptable LOS B or better. These results are summarized in Table 13.

Table 13 Baseline and Baseline plus Specific Plan Intersection Levels of Service Study Intersection Baseline Conditions Baseline plus Specific Plan AM Peak PM Peak AM Peak PM Peak v/c LOS v/c LOS v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.51 A 0.41 A 0.52 A 0.45 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.31 A 0.35 A 0.32 A 0.38 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.55 A 0.70 B 0.61 B 15. Oak Grove Rd/Shadelands Dr 0.65 B 0.37 A 0.69 B 0.53 A 16. Oak Grove Rd/Citrus Ave 0.64 B 0.38 A 0.64 B 0.40 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

Finding: The study intersections are expected to continue operating acceptably upon the addition of Specific Plan-generated traffic.

9-2. Routes of Regional Significance

Under Baseline plus Specific Plan conditions, the two Routes of Regional Significance studied are expected to continue to operate acceptably with a maximum delay index of 1.58 and a minimum average speed of 15.5 mph. These results are summarized in Table 14 and calculations are provided in Appendix D.

Table 14 Baseline and Baseline plus Specific Plan Routes of Regional Significance Operations Study Segment Baseline Conditions Baseline plus Specific Plan Direction AM Peak PM Peak AM Peak PM Peak Speed DI Speed DI Speed DI Speed DI Ygnacio Valley Rd Eastbound 24.8 1.08 15.7 1.29 24.8 1.08 15.5 1.31 Westbound 25.0 1.17 19.2 1.25 24.7 1.18 18.4 1.30 Treat Blvd Eastbound 20.9 1.33 15.9 1.48 20.8 1.33 15.5 1.52 Westbound 22.5 1.56 17.2 1.33 22.1 1.58 17.1 1.34 Notes: Speed is measured in miles per hour; DI = delay index

Finding: Operation on the study Routes of Regional Significance would remain within the limits established for acceptable conditions upon the addition of Specific Plan-generated traffic.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 30

10. Cumulative Scenario

10-1. Development of Cumulative Conditions

The future Cumulative conditions scenario represents year 2030 conditions as projected for buildout of the Walnut Creek General Plan. These future volumes were developed using the Contra Costa County Transportation Authority’s gravity demand model. Details on the development of the Cumulative conditions are provided in Shadelands Gateway Specific Plan Traffic Analysis – Cumulative Traffic Volume Development Memorandum, which is enclosed in Appendix G for reference.

10-2. Planned Improvements

Under Cumulative Conditions, all improvements identified in the City’s Ten-Year Capital Investment Program 2010-2020 were assumed to be completed. Along the study facilities, these improvements include the following projects:

• Ygnacio Valley Road/Oak Grove Road – widen the southbound approach to provide a second left- turn lane • Extend left-turn storage lanes at the following locations: o Southbound approach to Ygnacio Valley Road/Civic Drive o Westbound approach to Ygnacio Valley Road/Homestead Avenue o Eastbound approach to Ygnacio Valley Road/Marchbanks Drive-Tampico o Eastbound and westbound approaches to Ygnacio Valley Road/San Carlos Drive o Westbound approach to Ygnacio Valley Road/Walnut Boulevard

The only planned improvements immediately adjacent to the Specific Plan site are planned at Ygnacio Valley Road/Oak Grove Road. The existing and anticipated future configurations of this intersection are shown in Plates 1 and 2.

Plate 1: Existing Configuration Plate 2: Configuration with Planned Improvements

10-3. Intersection Operations

Under these Cumulative conditions the study intersections along Oak Grove Road are expected to continue to operate acceptably at LOS B or better. Cumulative traffic volumes for all study intersections are shown in Figure 6 and the resulting levels of service are summarized in Table 15.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 31 1 2 3 4 1100(860) 72 (101) 671 (238) 549 (600)

28 (126) 51 (101) 170(569)

4 (490) 380(289) 101(160)

183(246) 661(555) 727(713) 420 (602) 2011(1823) 2400(1989) 1. Treat Blvd/Main St 1839(1963) 250 (156) 488 (658) 403 (256) 2. Treat Blvd/I-680 NB Ramps-Buskirk Ave (515)500 (152) 238 (46) 120 3. Treat Blvd/Oak Rd (77) 44 (1300)900 (638)536 (1725)1559 (1890)1471 4. Treat Boulevard/Jones Rd (209)141 (236) 407 (83) 88 5. Treat Blvd/Cherry Ln

(140)53 (50)41

(416)96

(800)1271

(250) 555 (250) (147) 210 (147)

(294)318 (380)227 (183) 40

(280) 66 (643)140 Treat Blvd/Main St(469)188 Treat Blvd/I-680 NB Ramps-Buskirk Ave Treat Blvd/Oak Rd Treat Boulevard/Jones Rd 6. Treat Blvd/Caldelero Dr 7. Treat Blvd/Bancroft Rd 5 6 7 8 8. Treat Blvd/Carriage Dr 57 (54) 15 (15) 82 (106) 20 (25) 9. Treat Blvd/Winton Dr

259(179) 549(401) 244(268)

40 (25) 110(10) 130(20)

37(100) 84(35) 78(70) 2263(1267)

100(35) 10 (10) 3333(2139) 20 (5) 3200(2139) 2350(1515) 10. Treat Blvd/Oak Grove Plaza 0 (0) 25 (40) 239 (163) 10 (10) 11. Treat Blvd/Oak Grove Rd 12. Oak Grove Rd/Ygnacio Valley HS (85) 64 (75) 75 (230) 52 (40) 20 (2732)1543 (2800)1550 (1920)988 (2384)1150 13. Oak Grove Rd/Contra Costa Trail (46) 45 (60) 15 (665)565 (25) 250 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln

(50)230 (12) 40 (12) 10

(60)100 (5) 0 (15) 30 (750)773 (485)304 (180)154

(100)54 (24)12 Treat Blvd/Cherry Ln (146)33 Treat Blvd/Caldelero Dr Treat Blvd/Bancroft Rd Treat Blvd/Carriage Dr 15. Oak Grove Rd/Shadelands Dr 16. Oak Grove Rd/Citrus Ave 9 10 11 12 17. Ygnacio Valley Rd/I-680 SB Onramp 10 (10) 128 (201) 40(35)

500(75) 950(938) 2050(1340) 15 (25)

0(0) 0(0) 0(5)

95 (106) 660(515) 2430(1215) 104(295) 1990(705) 20(5) 420 (75) 30 (60) 396 (214) 55(25) LEGEND xx A.M. Peak Hour Volume (2234)900 (10) 0 (297)133 (150)360 (xx) P.M. Peak Hour Volume (150)350 (2234)950 (1771)445 (5) 0 (130) 55 (233)319 (25) 40

(150)55 (0) 0

(75)10

(100)220 (160)400

(396)384 (750)731 (347) 74

(20) 80 (1349)850 Treat Blvd/Winton Dr Treat Blvd/Oak Grove Plaza Treat Blvd/Oak Grove Rd Oak Grove Rd/Ygnacio Valley HS (25) 25

13 14 15 16 17 160(75) 75 (126) 500(898) 20 (195)

470(125) 600(758) 80 (100) 228(92) 531(934) 1100(978) 100(25) 400(319) 125(95) 1090(1446) 878 (1279) (500)60 (334)29 (347)174 (40)20 (194) 5 (158)243

(160)20 (240) 186 (240)

(25)150 (610)1676 (924)575 (86)175

(1449)775

(778)904 (49)805 Oak Grove Rd/Contra Costa Trail Oak Grove Rd/Mitchell Dr-Peachwillow Ln Oak Grove Rd/Shadelands Dr Oak Grove Rd/Citrus Ave Ygnacio Valley Rd/I-680 SB Onramp

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 6A City of Walnut Creek Cumulative Traffic Volumes 18 19 20 21 187 (221) 69 (40) 162 (155) 105 (107)

135(412) 27 (51) 65 (72) 1510(2136)

100(163) 212(240) 1534(1792) 73 (131) 1785(1759)

102(200) 647(583) 74 (132)

40 (131) 622(643) 139 (35) 185(288) 1813(1813) 18. Ygnacio Valley Rd/I-680 NB Offramp-Oakland Blvd 226 (198) 58 (46) 63 (141) 19. Ygnacio Valley Rd/California Blvd (36) 9 (73) 175 (129) 144 20. Ygnacio Valley Rd/Main St (217) 99 (55) 116 (1600)1715 (1912)1445 21. Ygnacio Valley Rd/Broadway (98)153 (1758)1579 (120) 204 (124) 147 (103) 115 22. Ygnacio Valley Rd/Civic Dr

(142)100 (443)256 (108) 36

(235) 314 (186) 275 (1460)1973

(387)235 (906)373 (228)118 (125) 59 (599)413 Ygnacio Valley Rd/ (77) 26 I-680 NB Offramp-Oakland Blvd Ygnacio Valley Rd/California Blvd Ygnacio Valley Rd/Main St Ygnacio Valley Rd/Broadway 23. Ygnacio Valley Rd/Walnut Blvd 24. Ygnacio Valley Rd/Homestead Ln 22 23 24 25 25. Ygnacio Valley Rd/Marchbanks Dr-Tampico 526 (340) 63 (72) 10 (10) 30 (25) 26. Ygnacio Valley Rd/Kinross Dr-La Casa Via

155(75) 10 (5) 15 (15)

112(85) 582(511) 359(400)

21 (75) 124(112) 87 (59) 2476(2509)

15(30) 35(15) 1806(1859) 2806(2659) 10(20) 2686(2689) 27. Ygnacio Valley Rd/John Muir Medical Ctr 684 (710) 75 (167) 125 (35) 90 (235) 28. Ygnacio Valley Road/San Carlos Dr (161) 109 (39) 80 (25) 15 (170) 50 29. Ygnacio Valley Rd/Bencroft Rd-Walnut Ave (1969)1364 (2874)1788 (2799)1788 (2624)1933 30. Ygnacio Valley Rd/Wimbledon Rd (30) 75 (43) 60 (128) 156 (125) 170 31. Ygnacio Valley Rd/Lennon Ln

(48) 16 (691)187 (60)377

(150)179 (152) 90 (20)109

(350)125 (0) 10 Ygnacio Valley Rd/ (120) 30

(150)240 (25) 15 (25)260 Ygnacio Valley Rd/Civic Dr Ygnacio Valley Rd/Walnut Blvd Ygnacio Valley Rd/Homestead Ln Marchbanks Dr-Tampico 32. Ygnacio Valley Rd/Wiget Ln 33. Ygnacio Valley Rd/Via Monte 26 27 28 29 34. Ygnacio Valley Rd/Oak Grove Rd 20 (35) 175 (200) 225 (442)

35(15) 10(5) 25(15)

125(110) 30 (70) 160(230)

278(192) 403(419) 2456(2159) 2756(2260) 2386(1859) 578(335) 1932(1777) 350 (150) 65 (35) 50 (100) 85 (73) LEGEND xx A.M. Peak Hour Volume (35) 15 (2983)1762 (100) 150 (414) 239 (xx) P.M. Peak Hour Volume (2624)1613 (22) 52 (2724)1513 (2391)1282 (125) 340 (240) 130 (261) 181

(400)150 (5) 0

(350)150

(85)53 (100)75

(275)350 (50) 50 (200)393 (75) 50 (271)551 Ygnacio Valley Rd/ (105) 59 Kinross Dr-La Casa Via Ygnacio Valley Rd/John Muir Medical Ctr Ygnacio Valley Road/San Carlos Dr Ygnacio Valley Rd/Bencroft Rd-Walnut Ave

30 31 32 33 34

65 (35) 33 (33) 20 (55) 863 (55)

250(286) 556(463) 93 (361)

194(427) 108(72) 15 (5) 13 (156) 75 (5) 100(25) 2072(2249) 1622(1241) 1100(696)

140(264) 75 (36) 40 (25) 10 (163) 1522(1059) 290(600) 0 (0) 130 (35) 1982(1724) 38 (80) 25 (55) 327 (207) (35) 15 (137)342 (370)255 (150) 775 (209)130 (2744)1755 (2413)728 (2071)427 (2674)1205 (2350)645 (35) 200 (125)159 (60) 25 (112)100

(40)55 (30)35 (35)95

(75)125 (184)185 (5) 15 (424)671 (50)100 (238)252

(100)209 (47) 82 (85) 63 Ygnacio Valley Rd/Wimbledon Rd Ygnacio Valley Rd/Lennon Ln Ygnacio Valley Rd/Wiget Ln Ygnacio Valley Rd/Via Monte Ygnacio Valley Rd/Oak Grove Rd

005wcr.ai 10/13 Traffic Impact Study for Shadelands Gateway Specific Plan Figure 6B City of Walnut Creek Cumulative Traffic Volumes

Table 15 Cumulative Intersection Levels of Service Intersection Cumulative Conditions AM Peak PM Peak v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.47 A 0.44 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.31 A 0.37 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.61 B 15. Oak Grove Rd/Shadelands Dr 0.70 B 0.39 A 16. Oak Grove Rd/Citrus Ave 0.68 B 0.45 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

10-4. Routes of Regional Significance

Operations of the Routes of Regional Significance were projected based on future calibrated traffic conditions as presented in the CCTA Countywide Traffic Model. Under Cumulative conditions, both Ygnacio Valley Road and Treat Boulevard are expected to continue to operate acceptably. It should be noted that in some locations operations are shown to improve on Routes of Regional Significance under Cumulative scenario as compared to existing and Baseline scenarios. This is attributed to the fact that traffic patterns are expected to shift under future Cumulative conditions along with planned improvements along the corridor that are expected to enhance intersection capacity. Additionally, the traffic signal systems along Ygnacio Valley Road and Treat Boulevard are equipped to adapt to these changing traffic patterns over time, which can accommodate changing traffic patterns.

These results are summarized in Table 16.

Table 16 Cumulative Routes of Regional Significance Operations Study Segment Cumulative Conditions Direction AM Peak PM Peak Speed DI Speed DI Ygnacio Valley Rd Eastbound 21.3 1.26 18.8 1.08 Westbound 20.3 1.44 18.8 1.27 Treat Blvd Eastbound 16.9 1.64 22.3 1.06 Westbound 21.8 1.61 19.9 1.15 Notes: Speed is measured in miles per hour; DI = delay index

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 34

11. Cumulative plus Specific Plan Scenario

11-1. Intersection Operations

Since the CCTA travel demand model did not include development of the land uses proposed in the Shadelands Gateway Specific Plan, Specific Plan-generated traffic volumes were added to the anticipated Cumulative volumes. Additionally, the planned improvements along Ygnacio Valley Road and Treat Boulevard, including the addition of a second southbound left-turn lane at Ygnacio Valley Road/Oak Grove Road were assumed to be completed by the Cumulative plus Specific Plan analysis year. With this added traffic volume and the assumed improvements to the regional transportation network, the study intersections are expected to operate acceptably. The Cumulative plus Specific Plan operating conditions are summarized in Table 17.

Table 17 Cumulative and Cumulative plus Specific Plan Intersection Levels of Service Study Intersection Cumulative Conditions Cumulative plus Specific Plan AM Peak PM Peak AM Peak PM Peak v/c LOS v/c LOS v/c LOS v/c LOS 12. Oak Grove Rd/Ygnacio Valley High School 0.47 A 0.44 A 0.48 A 0.47 A 13. Oak Grove Rd/Contra Costa Canal Trail 0.31 A 0.37 A 0.31 A 0.40 A 14. Oak Grove Rd/Mitchell Dr-Peachwillow Ln 0.68 B 0.61 B 0.68 B 0.66 B 15. Oak Grove Rd/Shadelands Dr 0.70 B 0.39 A 0.71 C 0.52 A 16. Oak Grove Rd/Citrus Ave 0.68 B 0.45 A 0.68 B 0.46 A Notes: CCTALOS Methodology; v/c = volume to capacity ratio; LOS = Level of Service

Finding: All study intersections would continue operating with acceptable Levels of Service with and without implementation of the Specific Plan.

11-2. Routes of Regional Significance

Under Cumulative plus Specific Plan conditions, Ygnacio Valley Road and Treat Boulevard are expected to continue to operate acceptably. These results are summarized in Table 18 and calculations are provided in Appendix D.

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Table 18 Cumulative and Cumulative plus Specific Plan Routes of Regional Significant Operations Study Segment Cumulative Conditions Cumulative plus Specific Plan Direction AM Peak PM Peak AM Peak PM Peak Speed DI Speed DI Speed DI Speed DI Ygnacio Valley Rd Eastbound 21.3 1.26 18.8 1.08 21.2 1.26 18.2 1.11 Westbound 20.3 1.44 18.8 1.27 20.2 1.45 18.5 1.29 Treat Blvd Eastbound 16.9 1.64 22.3 1.06 16.9 1.64 21.5 1.10 Westbound 21.8 1.61 19.9 1.15 21.5 1.63 19.5 1.17 Notes: Speed is measured in miles per hour; DI = delay index;

Finding: Upon the addition of Specific Plan-generated traffic, Ygnacio Valley Road and Treat Boulevard are expected to continue at acceptable levels with and without the implementation of the Specific Plan.

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12. Neighborhood Impacts

Residential neighborhoods are located adjacent to the Specific Plan area. Consideration was therefore given to how these neighborhoods would potentially be impacted by implementation of the Specific Plan.

12-1. Traffic on Local Streets

Citrus Avenue

In an effort to prevent drivers from using Citrus Avenue as a cut-through route between Treat Boulevard and Ygnacio Valley Road, the City of Concord instituted turn restrictions at the intersection of Treat Boulevard/Citrus Avenue. The northbound right-turn and westbound left-turn movements are prohibited at this intersection, which are the movements that are most likely to facilitate the use of the route as a cut-through. Additionally, geometric modifications were made at this intersection that make it difficult for a driver to violate the turn restrictions and still use the route as an alternative cut-through route. Implementation of the Shadelands Gateway Specific Plan would lead to travel between Citrus Avenue and the Specific Plan area from residents living off of Citrus Avenue, which may lead to an increase in traffic on Citrus Avenue and intersecting streets. However, based on the turn restrictions already in place at the Treat Boulevard/Citrus Avenue intersection, no cut-through traffic is anticipated as a result of the proposed Specific Plan.

Also, the proposed site driveway on Oak Grove Road would not be aligned with the intersection of Oak Grove Road/Citrus Avenue. Based on the proposed driveway configuration, a driver would need to travel a circuitous route to reach Citrus Avenue, which further reduces the possibility of drivers using Citrus Avenue as a cut-through route.

Wiget Lane and Via Monte

The Specific Plan area could be accessed by residents who live to the south of Ygnacio Valley Road via Wiget Lane and North Via Monte. This would likely result in both a redistribution of traffic within the neighborhoods and an increase in traffic on these residential streets. The redistribution of traffic would be a result of drivers, including both regional and local residents, who obtain services from the Specific Plan area that were previously obtained elsewhere.

If the driver chooses to cross Ygnacio Valley Road and access the site via Shadelands Drive, they would drive along local streets south of Ygnacio Valley Road – mainly Wiget Lane and Via Monte, slightly increasing traffic levels on these streets. North of Ygnacio Valley Road, streets that are fronted by business parks and other commercial uses would not be as sensitive to increases in traffic as a residential street.

As part of proposed Specific Plan, a grocery store that is currently located on the southwest corner of Ygnacio Valley Road/Oak Grove Road would move across Ygnacio Valley Road to the Specific Plan area. Residents living south of Ygnacio Valley Road who patronize the existing grocery store may decide to cross Ygnacio Valley Road to visit the relocated store. This would result in a slightly longer travel distance and drivers needing to cross Ygnacio Valley Road. Conversely, residents living north of Ygnacio Valley Road that patronize the existing grocery store would have a slightly shorter journey to reach the new store, and would no longer need to cross Ygnacio Valley Road.

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13. Access and Circulation

13-1. Driveway Location and Queuing

The current site plan was reviewed to determine if the proposed layout would provide adequate access to the site.

Existing Site Access

Currently the site is accessed by two driveways on North Via Monte and one on Shadelands Drive. These driveways are stop-controlled on the driveway approaches, but uncontrolled on the North Via Monte and Shadelands Drive approaches. No dedicated turn lanes are provided on North Via Monte or Shadelands Drive for the site’s driveways. For Cumulative without Specific Plan conditions, it was assumed that the access to the site would be unchanged from its current configuration.

Proposed Specific Plan Area Access

Based on the site plan dated May 1, 2013, access to the site would be obtained from a series of seven driveways along the four streets fronting the Specific Plan area. There would be four driveways accessing the commercial portions of the site, with one driveway on each of the four streets fronting the Specific Plan area. At the time the site plan was provided, details on the proposed senior housing component were not available. Therefore, it was assumed that the residential areas would be accessed by two driveways, one on North Via Monte and one on Shadelands Drive. These two driveways were assumed to be located at least 200 feet from the adjacent intersection of North Via Monte/Shadelands Drive. Further, it was assumed that there would be no internal vehicular routes connecting the commercial areas with the senior housing; however, pedestrian and bicycle connectivity would be provided. Finally, a third driveway would be provided on North Via Monte that would access a commercial loading area, but would not connect to other portions of the site.

Ygnacio Valley Road

A single driveway would be provided on Ygnacio Valley Road accessing the Specific Plan site. Due to the high traffic volumes and speeds on Ygnacio Valley Road, the driveway would be restricted to inbound and outbound right-turn movements only. A westbound right-turn lane with 130 feet of storage is proposed to be provided on Ygnacio Valley Road. A single southbound right-turn lane would be provided exiting the site; it would be stop-controlled. The Ygnacio Valley Road entry would be uncontrolled. This driveway is proposed to be located approximately 350 feet east of the intersection of Ygnacio Valley Road/North Via Monte, as shown on the proposed site plan.

Oak Grove Road

One driveway would be provided on Oak Grove Road that would be restricted to allow only inbound and outbound right turn movements. On Oak Grove Road there would be a 75-foot right-turn lane with uncontrolled access into the site. The single eastbound lane exiting the Specific Plan site would be stop-controlled. This driveway is proposed to be located 430 feet north of Ygnacio Valley Road, as shown on the proposed site plan.

Shadelands Drive

Two driveways would be provided along Shadelands Drive; one would access the commercial areas of the site and the other would access just the residential area. These two driveways would be stop- controlled. No driveway turn lanes are proposed at these locations.

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North Via Monte

Two primary driveways would be provided along North Via Monte. The northern driveway would provide access to the senior housing development and the southern driveway would provide access to the commercial areas. These two driveways would be stop-controlled. Currently there is a northbound merge lane on North Via Monte between Ygnacio Valley Road and the first driveway. It was assumed that this lane would become a right-turn trap lane leading directly into the site.

At the intersection of Ygnacio Valley Road/North Via Monte there are two eastbound left-turn lanes. The outer lane feeds directly into the merge lane entering the site. In an effort to minimize weaving near the driveway, it is recommended that lane utilization signage be installed at the intersection to direct drivers traveling to the Shadelands Specific Plan site to use the outer left-turn lane (the one adjacent to the eastbound through lanes), and all other drivers to use the inner left-turn lane. A sample of such a sign is shown in Plate 3: Sample lane Plate 3. utilization signage

A third driveway is proposed on North Via Monte that would provide access to a loading area for the grocery store and adjacent junior anchor building. This loading area would not connect to any other portions of the Specific Plan area; as such turning movements at this driveway would be limited to just truck traffic. To minimize the chances of a driver erroneously turning into this driveway, it is recommended that signs be placed at the driveway indicating that it is intended for use by delivery trucks only. A sample of such a sign is shown in Plate 4. Plate 4: Delivery Trucks Weaving Near Driveways Only sample signage

Drivers exiting the Specific Plan area onto Ygnacio Valley Road and Oak Grove Road would enter a multi-lane street near signalized intersections. Some of these drivers may want to cross multiple through travel lanes to access left-turn lanes at the adjacent intersection, resulting in weaving maneuvers.

Oak Grove Road

If a driver exits the Specific Plan area onto Oak Grove Road and wants to make a southbound left-turn movement at Ygnacio Valley Road, they would need to cross two through travel lanes plus the right- turn lane to get to the left-turn lane. This may result in a driver needing to wait for a larger gap in traffic on Oak Grove Road than would typically be necessary to enter the through travel lane, resulting in a slight increase in delay for exiting drivers at the driveway. It is estimated that at peak approximately 30 drivers would be making such a movement during an hour. Alternatively, a driver could exit the site via the Shadelands Drive driveway and proceed to Oak Grove Road to avoid this weaving maneuver. If the southbound intersection queue extends beyond the driveway and a driver cannot access the left-turn lane, they would either need to use a different driveway to exit the site, continue through (southbound) on Oak Grove Road or make a right-turn movement and continue westbound on Ygnacio Valley Road.

Ygnacio Valley Road

Drivers exiting at the Ygnacio Valley Road driveway may want to enter the westbound left-turn lane at Ygnacio Valley Road/North Via Monte to either turn left onto South Via Monte or make a U-turn to travel east on Ygnacio Valley Road. To enter this turn lane, drivers would need to cross three travel lanes on Ygnacio Valley Road, requiring them to wait for a larger gap in traffic. It is estimated that

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approximately five drivers would make this movement during the peak hour. If the westbound intersection queue extends beyond the driveway and a driver cannot access the left-turn lane, they would either need to use a different driveway to exit the site or continue through (westbound) on Ygnacio Valley Road. A driver could avoid the weaving maneuver by exiting the site at the North Via Monte driveway, turning left and continuing through to Via Monte or turning left onto eastbound Ygnacio Valley Road.

Sight Distance

At unsignalized intersections and driveways a substantially clear line of sight should be maintained between the driver of a vehicle waiting at the crossroad and the driver of an approaching vehicle. Since at the time of this analysis the site access plans are in a preliminary stage, it is recommended that a detailed sight distance analysis be completed prior to the City of Walnut Creek approving design plans for construction. The sight distance analysis would need to be completed for all project driveways, crosswalks and bicycle crossings and would need to be completed in accordance with Caltrans or local standards, as directed by City of Walnut Creek staff.

Queuing

Under each scenario, the projected queues at the study intersections adjacent to the Specific Plan area were determined using the Synchro analysis software. Both the 50th percentile and 95th percentile queues were reviewed – the 50th percentile queue represents typical queuing conditions during the peak period, whereas the 95th percentile queue represents the peak of the peak, or queues that have only a five percent chance of occurring. The projected queue lengths for intersections adjacent to the Specific Plan site are shown on Appendix H along with copies of the queuing output.

The 95th percentile queues for the following movements and analysis periods are expected to exceed existing storage capacity:

• Oak Grove Road/Shadelands Drive northbound left-turn – a.m. peak hour: Baseline, Baseline plus Specific Plan, Cumulative and Cumulative plus Specific Plan • Oak Grove Road/Citrus Avenue northbound through and right-turn – a.m. peak hour: Baseline, Baseline plus Specific Plan, Cumulative and Cumulative plus Specific Plan • Ygnacio Valley Road/Oak Grove Road, southbound left-turn – p.m. peak hour: Baseline, Baseline plus Specific Plan (without the planned second southbound left-turn lane)

Implementation of the proposed Specific Plan would result in extending the projected unacceptable queue lengths on the above listed three movements. This would be a significant project impact each intersection. At the intersection of Ygnacio Valley Road/Oak Grove Road, implementation of the Specific Plan is expected to extend the projected unacceptable queues for the southbound left-turn movement under the Baseline plus Specific Plan scenario. The City’s Capital Investment Plan identifies the need for widening on this approach to provide two southbound left-turn lanes. When these improvements are completed, as assumed under Cumulative Conditions, the queuing is expected to be accommodated within the two turn lanes, and would continue to be adequate with the implementation of the Specific Plan. No improvements are currently planned for the other two intersections where unacceptable queuing is projected to occur.

It was determined that the 50th percentile queue would be contained within the applicable storage areas at the signalized intersections adjacent to the Specific Plan area for all of the analysis periods and scenarios.

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Finding: Implementation of the Specific Plan would result in the southbound left-turn queue at Ygnacio Valley Road extending beyond the storage area of the single left turn lane. However, once planned improvements are completed at the intersection, queuing on this approach is expected to be accommodated within the two southbound left-turn lanes.

13-2. On-Site Circulation

The proposed driveways located on Ygnacio Valley Road and Oak Grove Road, as well as the proposed southern driveway on North Via Monte, would directly access the main parking area of the shopping center. These three driveways would be aligned with main drive aisles in the parking lot, with the Oak Grove Road and North Via Monte driveways being directly opposite of each other and accessing the same drive aisle. The driveway on Ygnacio Valley Road would be aligned to provide direct access to roof-top parking proposed above the grocery store and the adjacent junior anchor store.

A fourth driveway accessing the shopping center would be provided on Shadelands Drive and would lead to a drive aisle that ultimately connects to the main parking area. This drive aisle would be lined with angled parking spaces, and would have several bends in the alignment. Both of these design features would discourage cut-through traffic within the site and also work to minimize traffic speeds. This drive aisle would be adjacent to the proposed fitness center or medical office building.

The proposed access and circulation layout of the senior housing component was not available at the time of this analysis. Based on preliminary information provided by the applicant, it is expected that vehicular access to the senior housing development would be completely separated from the shopping center and there would be no on-site internal vehicular connection between the residential and commercial areas. However, internal pedestrian and bicycle connectivity would be provided between the uses.

Delivery Truck Access

Based on the proposed site plan dated May 1, 2013, delivery truck drivers would access the grocery store as well as the neighboring junior anchor tenant and Buildings B and K via a driveway on North Via Monte. A turn around area would be provided where drivers could align their vehicles to enter loading docks attached to the grocery store and the junior anchor store. There would be two loading docks provided for the grocery store and two docks for the junior anchor store. This loading area would not connect to any of the parking areas and would be intended for the exclusive use of delivery trucks.

The remaining smaller buildings (identified on the site plan as Building C through Building L) are not proposed to have access to a loading dock. Therefore, delivery trucks would need to park in the parking lot to unload. This configuration is common for smaller buildings within a shopping center. To minimize impacts to parking and circulation within the Specific Plan area, it is recommended that these delivery activities be restricted to off-peak periods, such as early to mid-morning times.

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14. Alternative Modes

Given the proximity of residential, office and other commercial services in the vicinity of the Specific Plan site, it is reasonable to assume that some of the Specific Plan area patrons and employees would want to walk, bicycle, and/or utilize transit to reach their destination. The proposed pedestrian, bicycle and transit facilities were reviewed to determine if they would adequately serve the Specific Plan area and its associated land uses.

14-1. Pedestrian Access

Multi-use Path

An eight-foot multi-use path would be provided around the perimeter of the plan area and connect to the adjacent pedestrian network, replacing the existing path. This path would be designed to accommodate both pedestrian and bicycle traffic. Therefore, it is recommended that the path be widened to provide a width of ten feet to better accommodate this mix of users. While this multi-use path would not be designated as an official bicycle facility, the Caltrans standards for similar facilities were reviewed. Caltrans recommends a minimum path width of eight feet with one-foot shoulders on each side (Topic 1003.1 of the Highway Design Manual, May 7, 2012). Therefore, widening the path to ten feet wide would be more consistent with Caltrans recommendations for similar facilities. Furthermore, it is recommended that signs be placed along the path to inform users that both bicyclists and pedestrians may use the path and that centerline striping be included to delineate the two direction of travel.

Users of the multi-use path would need to cross project driveways, resulting in a potential conflict with turning vehicles, similar to what would be experienced at other commercial driveways or minor intersections. To minimize the potential for these conflicts it is recommended that features be incorporated into the design of these crossings to warn both drivers and multi-use path users of the crossing. The design features may include warning signs, pedestrian-activated warning lights, colorized path in the crossing area, signage, specialized crosswalk treatments, or other features as approved by the City of Walnut Creek. All design features would need to be shown on design plans and approved by the City. Furthermore, it is recommended that bollards be placed at the path crossings to minimize the risk of drivers entering the multi-use path.

Pedestrian Connectivity

Pedestrian connectivity between the various components of the site was reviewed with respect to compliance with General Plan Action 6.4.2 which states that the City shall, “Ensure that new parking lots in commercial and multifamily housing developments provide safe and direct paths to building entrances from sidewalks and on-site parking areas.”

Based on the site plan dated May 1, 2013, two primary pedestrian paths would be provided through the parking lot connecting Ygnacio Valley Road with the proposed grocery store and neighboring stores and another two paths would connect the retail elements to Oak Grove Road. Additionally, paths would be provided within the site that connect the fitness center/medical office building with the core shopping center area. These paths would provide pedestrian connectivity between the commercial buildings and Ygnacio Valley Road and Oak Grove Road.

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Pedestrian Crossings

Signalized Intersections

Marked crosswalks along with pedestrian traffic signal are currently provided at the three signalized intersections adjacent to the Specific Plan site: Ygnacio Valley Road/North Via Monte, Ygnacio Valley Road/Oak Grove Road, Oak Grove Road/Citrus Avenue and Oak Grove Road/Shadelands Drive. Additionally, marked crosswalks are provided at the side-street stop-controlled intersection of Shadelands Drive/North Via Monte. Pedestrians at Ygnacio Valley Road/Oak Grove Road would need to cross uncontrolled channelized right-turn movements on all four corners. In general, pedestrian crossing would be enhanced if these channelized right-turn movements were controlled by the traffic signal, thereby eliminating the interaction with traffic on an uncontrolled approach. However, removal of the channelized right-turn lanes would result in increased vehicle delay and queuing on their respective approaches. Therefore, to enhance pedestrian visibility at uncontrolled crossings, it is recommended that crosswalks on uncontrolled intersection approaches (Shadelands Drive/North Via Monte and the crossing of channelized right-turn lanes at Ygnacio Valley Road/Oak Grove Road) be upgraded through use of high-visibility pavement markings, shark’s teeth yield markings, and raised crosswalks.

Midblock – Unsignalized Crossings

To provide connectivity to nearby business parks, the Specific Plan includes installation of pedestrian crosswalks at or near the proposed driveways on North Via Monte and Shadelands Drive. Since these locations would not be controlled by a traffic signal or stop sign, it is recommended that enhanced crosswalk designs be utilized for these locations. These crosswalks would need to be consistent with City policies for uncontrolled crosswalks. The enhancements may include high visibility pavement markings, along with in-roadway flashing lights and pedestrian crossing signs with flashing lights.

14-2. Bicycle Access

Existing bicycle facilities, including Class II bicycle lanes on Oak Grove Road and the proposed multi-use path around the perimeter of the Specific Plan site, together with shared use of minor streets is expected to provide adequate access for bicyclists traveling to and from the Specific Plan site.

Since the City of Walnut Creek has long-term plans for additional bicycle facilities in the vicinity of the Specific Plan site, it is recommended that any improvement along the Specific Plan area’s frontage are completed in the manner that would not impede future installation of planned bicycle facilities.

Bicycle Storage

Short-term bicycle parking would need to be provided at the site by bike racks as required by the City of Walnut Creek Municipal Code § 10-2.3.203-G.2, which requires a minimum number of bicycle parking spaces equal to 10 percent of the requirement for automobile parking spaces. At the time of this analysis, the location of bicycle parking is not shown on the site plan. Therefore, bicycle parking would need to be incorporated into future site plan revisions. It is recommended that bicycle parking spaces be spread out throughout the entire site to provide maximum flexibility for bicyclists to park near their destination within the plan area. Bicycle parking spaces should be provided in well-lit, visible locations near building entrances. Furthermore, bicycle parking should be provided such that parked bicycles would not impede upon clear pedestrian or vehicular paths.

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14-3. Transit

Existing transit routes provide direct connections to downtown Walnut Creek, including the BART Station, and are adequate to accommodate Specific Plan-generated transit trips. Currently, bus stops are located along the Specific Plan site on Shadelands Drive and Oak Grove Road. As part of the proposed Specific Plan additional bus stops are proposed along Ygnacio Valley Road; however, the City of Walnut Creek have expressed a desire not to create new transit stops on Ygnacio Valley Road out of concern that the bus maneuvers would conflict with westbound traffic operations. Therefore, it is recommended that the placement of any new transit stops associated with the development of the Specific Plan be approved by both the City of Walnut Creek and County Connection. These new stops could be serviced by the County Connection bus service, but would require realignment of routes. The proposed stops would need to be located either within the Specific Plan area or along its perimeter to be within acceptable walking distance of the site. These stops could also be part of a future shuttle program in the Shadelands Business Park area.

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15. Land Use Alternatives

To provide some flexibility with the development of the Shadelands Gateway Specific Plan two alternative land use plans are being proposed. The supermarket, shopping center and senior housing elements would be identical for the two alternatives. However, the two alternatives would vary in providing either a health/fitness club (Option A) or a medical-dental office building (Option B).

It was determined that Option A with the health club is expected to generate the highest number of trips during the p.m. peak period; however, Option B with the medical office would generate more trips during the a.m. peak period. Since the p.m. peak period hour has the highest level of traffic on adjacent streets, and therefore is the critical period for analysis, the trip generation for Option A was applied to all quantitative analysis as this represents an overall worst case. The following section provides a qualitative analysis of Option B.

15-1. Operational Analysis

Compared to Option A, Option B would generate 44 more trips during the a.m. peak hour and 13 fewer trips during the p.m. peak hour. Overall, the traffic generated and the associated travel patterns for the two land use options are expected to result in a negligible difference in impacts on the transportation network. During the a.m. peak hour, all study intersections and routes of regional significance would operate well within the acceptable range. Therefore, it is expected that development of the medical office building option would not result in changes to the projected traffic operations. Similarly, during the p.m. peak hour, while development of the medical office building option would result in a slight decrease in Specific Plan-generated traffic, it would not be enough to alter the findings. Ultimately, it is expected that there would be a negligible difference in traffic operations between the two land use options.

15-2. Access, Circulation and Alternative Modes

The proposed Specific Plan area layout, access locations and circulation (including vehicular, pedestrian, bicycle and transit access) would be identical for the two proposed land use options. Therefore, the previously presented analysis and recommendations on these topics would also apply to development of Option B.

15-3. General Plan Land Use

Maximum build out of the Specific Plan area based on current General Plan zoning for the site would allow for development of approximately 541,000 square feet of office space. This would be an increase of about 415,000 square feet over the existing two office buildings that are 126,000 square feet. This space could be used either as general office space, medical office space or some combination of the two. Based on discussions with City Staff and the project applicant, it was determined that buildout of the General Plan land uses did not represent a likely possibility for the site and therefore was excluded as a Specific Plan alternative. Compared to the proposed Specific Plan land use, buildout of the General Plan as medical office buildings would result in 464 additional a.m. peak hour trips and 685 additional p.m. peak hour trips. If the site were fully built out as general office buildings it would result in ten additional trips during the a.m. peak hour and 218 fewer trips during the p.m. peak hour.

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16. Freeway Operations

In addition to analysis of local streets, operations of Interstate 680 (I-680) within Walnut Creek were analyzed. Although the Specific Plan site is located more than three miles from the freeway, an analysis of freeway mainline and ramp operations was completed for informational purposes.

16-1. Freeway Mainline Operations

Mainline operations of I-680 were analyzed for the following segments:

• South of Ygnacio Valley Road • Between Ygnacio Valley Road and Treat Boulevard • North of Treat Boulevard

Freeway Analysis Methodology

The mainline freeway analysis methodology contained in Chapter 11 of the Highway Capacity Manual, Transportation Research Board, 2010, “Basic Freeway Segments,” was used to determine LOS based on vehicle density. Density is indicative of the travel demand on a freeway and is measured in the number of passenger cars per mile per lane. The ranges of densities associated with the various Levels of Service are presented in Table 19.

Table 19 Freeway Level of Service Criteria Maximum Vehicle Density (passenger cars per mile per lane) LOS A 11 LOS B 18 LOS C 26 LOS D 35 LOS E 45 LOS F > 45 or v/c ratio > 1.00 Reference: Highway Capacity Manual, Transportation Research Board, 2010 Note: v/c = volume to capacity ratio

Freeway Operations

Freeway operations were calculated separately for each direction of travel. Northbound operations are summarized in Table 20 and calculations are provided in Appendix I. It was found that implementation of the proposed Specific Plan would result in increasing peak hour density by no more than 0.1 passenger cars per mile per lane (pc/mi/ln) with many segments experiencing less than an 0.1 increase in density. It is noted that under Cumulative conditions, some segments of I-680 are expected to experience a decrease in vehicle density and therefore improved operations compared to existing and baseline operations. This is attributed to the fact that future shifts in regional traffic patterns are projected in the countywide travel demand model. This finding is consistent with growth projections on other regional study facilities analyzed.

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Table 20 I-680 Northbound Freeway Operations Scenario South of Ygnacio Valley Rd- North of Ygnacio Valley Rd Treat Blvd Treat Blvd-Oak Park Blvd AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Density LOS Density LOS Density LOS Density LOS Density LOS Density LOS Existing 18.9 C 24.3 C 26.2 D 36.7 E 23.5 C 31.8 D Existing plus Project 19.0 C 24.4 C 26.2 D 36.7 E 23.5 C 31.9 D Baseline 19.0 C 24.7 C 26.3 D 36.9 E 23.7 C 32.0 D Baseline plus Project 19.0 C 24.7 C 26.3 D 36.9 E 23.7 C 32.2 D Cumulative 20.9 C 28.0 D 24.9 C 33.0 D 21.8 C 28.9 D Cumulative plus Project 20.9 C 28.1 D 24.9 C 33.0 D 21.8 C 29.0 D Note: Density is measured in passenger cars per mile per lane

Operations in the southbound direction are summarized in Table 21 and calculations are provided in Appendix I. Similar to the northbound direction, it is expected that implementation of the proposed Specific Plan would increase density on I-680 by no more than 0.1 pc/mi/ln during the peak hours analyzed.

Table 21 I-680 Southbound Freeway Operations Scenario North of Treat Blvd-Ygnacio South of Treat Blvd-Oak Park Blvd Valley Rd Ygnacio Valley Rd AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Density LOS Density LOS Density LOS Density LOS Density LOS Density LOS Existing 16.0 B 16.6 B 21.3 C 22.2 C 25.1 C 26.4 D Existing plus Project 16.0 B 16.6 B 21.3 C 22.2 C 25.2 C 26.5 D Baseline 16.0 B 16.7 B 21.3 C 22.3 C 25.5 C 26.7 D Baseline plus Project 16.0 B 16.8 B 21.3 C 22.3 C 25.6 C 26.8 D Cumulative 17.5 B 20.2 C 23.9 C 28.2 D 24.6 C 27.6 D Cumulative plus Project 17.5 B 20.3 C 23.9 C 28.2 D 24.7 C 27.7 D Note: Density is measured in passenger cars per mile per lane

16-2. Freeway Ramp Intersections

I-680 freeway ramp intersections with Ygnacio Valley Road and Treat Boulevard were also analyzed using HCM signalized intersection methodologies. The operations of freeway ramp intersections are summarized in Table 22 and calculations are provided in Appendix J. It was found that the addition of Specific Plan-generated traffic would not diminish the level of service of the three ramp intersections analyzed.

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Table 22 I-680 Freeway Ramp Intersection Operations Scenario Treat Blvd/NB I-680 Ygnacio Valley Rd/ Ygnacio Valley Rd/NB I-680 Off-ramp-Buskirk Ave SB I-680 On-ramp Off-ramp-Oakland Blvd AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Existing 18.8 B 13.7 B 10.0 B 5.5 A 73.3 E 44.0 D Existing plus Project 18.0 B 13.3 B 8.9 A 6.1 A 60.9 E 41.0 D Baseline 18.7 B 14.0 B 9.9 A 6.0 A 71.6 E 50.5 D Baseline plus Project 18.6 B 13.9 B 9.9 A 6.0 A 72.6 E 51.9 D Cumulative 18.8 B 12.0 B 6.1 A 6.9 A 108.1 F 60.5 E Cumulative plus Project 18.8 B 11.8 B 6.1 A 6.9 A 108.3 F 65.9 E Note: Average delay is measured in seconds

Off-Ramp Queuing

Off-ramp queuing was reviewed to determine if the addition of Specific Plan-generated traffic would result in acceptable queuing on these approaches. For off-ramps, unacceptable queuing would occur where there is insufficient storage space on a ramp to allow for full deceleration of drivers exiting the freeway and storage of queued vehicles. Of the off-ramp intersections analyzed, it is expected only Ygnacio Valley Road/Northbound I-680-Oakland Boulevard would experience an increase in traffic related to the Specific Plan. This is because exiting at Ygnacio Valley Road would represent the shortest route to the Specific Plan site. Therefore, implementation of the Specific Plan is not expected to affect the Treat Boulevard off-ramp.

Off-ramp queuing was analyzed utilizing HCM methodologies to calculate the 95th percentile queue. The peak hour off-ramp queuing at Ygnacio Valley Road/Northbound I-680-Oakland Boulevard is summarized in Table 23 and calculations are provided in Appendix K. There are four northbound lanes at this intersection which is shared with an SR 24 off-ramp. The two lanes that connect to the I-680 northbound off-ramp are approximately 2,000 feet long, of which 795 feet is needed for vehicle deceleration leaving approximately 1,205 feet of storage space per lane. The off-ramp merges with the two lanes from the SR 24 eastbound off-ramp approximately 1,200 feet from the intersection. These two lanes can be fully utilized for queue storage since there is more than 795 feet of deceleration space provided on the SR 24 off-ramp prior to the merge point. The queuing analysis included all traffic volumes on the northbound approach from the two off-ramps. It was determined that under all analysis scenarios the 95th percentile queue would be contained within the storage area.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 48

Table 23 Freeway Ramp Intersection 95th Percentile Queue Scenario Ygnacio Valley Rd/NB I-680 Off-ramp-Oakland Blvd AM Peak PM Peak Queue (feet) Queue (feet) Existing 888 270 Existing plus Project 907 284 Baseline 882 378 Baseline plus Project 889 403 Cumulative 1072 364 Cumulative plus Project 1073 420 Note: Available storage is approximately 1,205 feet per lane; 95th Percentile Queue is the maximum single-lane queue measured in feet

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 49

17. Findings and Recommendations

17-1. Findings

Land Use Alternatives

• The proposed Specific Plan would allow for development of a mixed use center including a grocery store, shopping center and senior housing complex. An additional building would be developed either as a fitness center/gym (Option A) or a medical office building (Option B).

• Due to similar trip generation characteristics and travel patterns it is expected that there would be a negligible difference in operations between the two land use alternatives proposed.

Traffic Operations

• All study intersections and routes of regional significance operate acceptably under existing conditions. They are expected to continue to operate acceptably under projected Baseline and future Cumulative conditions.

• With the addition of Specific Plan generated traffic all study intersections are expected to continue to operate acceptably for all study scenarios.

• Ygnacio Valley Road and Treat Boulevard are expected to operate acceptably for all study scenarios with the addition of Specific Plan generated traffic.

Site Access

• The Specific Plan area would be accessed by a series of seven driveways along the four streets fronting the site. The driveways on Oak Grove Road and Ygnacio Valley Road would be restricted to allow only right-turn movements while all turning movements would be allowed at the remaining driveways.

• It is expected that 50th percentile queuing from adjacent intersections would not extend beyond the proposed driveway locations during the a.m. and p.m. peak periods under all study scenarios.

• Southbound 95th percentile left-turn queues at Ygnacio Valley Road/Oak Grove Road are projected to be unacceptable during the p.m. peak hour under Baseline conditions and are expected to remain unacceptable with the implementation of the Specific Plan under the Baseline plus Specific Plan scenario. This would be a significant project impact. When the planned improvements for the intersection are completed, as assumed under Cumulative conditions, the queuing is expected to be accommodated within the two southbound left turn lanes, and would continue to be adequate with the implementation of the Specific Plan under the Cumulative and Cumulative plus Specific Plan project conditions.

• The 95th percentile queue is projected to operate deficiently on the northbound approach to Oak Grove Road/Shadelands Drive and also Oak Grove Road/Citrus Avenue, during the a.m. peak hour. Implementation of the proposed Specific Plan would further extend these queues, resulting in significant project impacts.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 50

Neighborhood Impacts

• The turn restrictions at the intersection of Treat Boulevard/Citrus Avenue would continue to restrict drivers from using Citrus Avenue as a cut-through route between Treat Boulevard and Ygnacio Valley Road.

• Implementation of the Specific Plan land uses would result in both a redistribution and an increase in local traffic along residential streets in neighborhoods near the Specific Plan area. This traffic would be associated with residents accessing the Specific Plan area.

Alternative Modes

• A multi-use path would be provided around the perimeter of the Specific Plan area to accommodate pedestrians and bicyclists.

• Pedestrian paths are proposed through the parking lot connecting Ygnacio Valley Road and Oak Grove Road with the grocery store, the fitness center/medical office building and outlying buildings.

• Existing pedestrian crossing facilities would remain in place at signalized intersections adjacent to the Specific Plan area. However, pedestrians would still need to cross uncontrolled channelized right- turn movements at Ygnacio Valley Road/Oak Grove Road.

• Existing and proposed bicycle facilities are expected to adequately serve the Specific Plan area.

• Bicycle parking would need to be provided within the Specific Plan area, with the minimum number of bicycle parking spaces equaling ten percent of the required vehicular parking spaces.

• Existing transit services are expected to adequately serve the Specific Plan area.

• While the Specific Plan includes development of a new bus stop located along Ygnacio Valley Road, the City of Walnut Creek has indicated due to traffic operations on Ygnacio Valley Road that new bus stops should be located elsewhere along the Specific Plan site. The new bus stops would need to be approved by both the City of Walnut Creek and the County Connection. These new stops could be serviced by the County Connection bus service, but would require realignment of routes. They could also be used with a future shuttle program in the Shadelands Business Park area.

Freeway Operations

• The addition of specific plan generated traffic is expected to increase I-680 freeway density by 0.1 passenger cars per lane per mile or less, and would not diminish the level of service of freeway ramp intersections along Ygnacio Valley Road and Treat Boulevard.

• Off-ramp queuing at Ygnacio Valley Road/Northbound I-680 Off-ramp-Oakland Boulevard is expected to be adequately contained within the ramp storage area for all analysis scenarios.

17-2. Recommendations

Site Access

• It is recommended that lane utilization signs be installed at the intersection of Ygnacio Valley Road/North Via Monte to direct drivers as to which of the two eastbound left-turn lanes to use.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 51

• The site driveway accessing the truck loading area (the middle driveway on North Via Monte) should be signed to indicate that it is intended for use by delivery trucks only.

• It is recommended that a detailed sight line analysis be completed prior to the City of Walnut Creek approving design plans.

Alternative Modes

• The proposed multi-use path should to be widened to include one-foot shoulders, or a total width of ten feet. It is also recommended that signs be placed along the path to inform users that both bicyclists and pedestrians may use the path and that centerline striping be included to delineate the two direction of travel.

• To minimize the potential for conflicts where the multi-use path crosses driveways it is recommended that features be incorporated into the design of these crossings to warn both drivers and multi-use path users of the crossing. The design features may include warning signs, pedestrian activated warning lights, colorized crossing areas, specialized crosswalk treatments, or other features as approved by the City of Walnut Creek.

• Bollards should be placed at the path crossings to minimize the risk of drivers entering the multi-use path.

• Crosswalks on uncontrolled intersection approaches should upgraded by using high-visibility pavement markings to enhance pedestrian access or raised crosswalks with shark’s teeth yield markings.

• To provide connectivity to nearby business parks, the Specific Plan includes pedestrian crosswalks at or near the proposed driveways on North Via Monte and Shadelands Drive. Since these locations would not be controlled by a traffic signal or stop sign, it is recommended that enhanced crosswalk designs be utilized for these locations. These crosswalks would need to be consistent with City policies for uncontrolled crosswalks and would need to be approved by the City. The enhancements may include high visibility pavement markings, along with in-roadway flashing lights and pedestrian crossing signs with flashing lights.

• It is recommended that bicycle parking spaces be provided per the City’s code, and that they be spread out throughout the entire site to provide maximum flexibility for bicyclists to park near their destination within the plan area. Bicycle parking spaces should be provided in well-lit, visible locations near building entrances.

• Any improvement along the Specific Plan area’s frontage should be completed in the manner that would not impede future installation of planned bicycle facilities.

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 52

18. Study Participants and References

18-1. Study Participants

Principal in Charge: Mark E. Spencer, PE Engineer: Tony Henderson, PE Assistant Engineer: Smadar Boardman, EIT Technician/Graphics: Deborah J. Mizell Editing/Formatting: Angela McCoy Report Review: Dalene J. Whitlock, PE, PTOE

18-2. References

2009 Collision Data on California State Highways, California Department of Transportation, 2009 BART, http://www.bart.gov/stations/schedules/ California Department of Transportation Performance Measurement System (PeMS), http://pems.dot.ca.gov/ California Department of Transportation Traffic Data Branch, http://traffic-counts.dot.ca.gov/ Central County Action Plan for Routes of Regional Significance, Contra Costa Transportation Authority, 2009 City of Walnut Creek Bicycle Plan, City of Walnut Creek, 2011 Concord 2030 Urban Area General Plan, Growth Management Element, City of Concord, 2012 County Connection, http://cccta.org/ Delay Index and Average Speed Calculation – Proposed Approach and Results for the Broadway Plaza Long Range Master Plan Project Memorandum, Dowling Associates, Inc., 2011 Highway Capacity Manual, Transportation Research Board, 2000 Highway Design Manual, 6th Edition, California Department of Transportation, 2006 Shadelands Gateway Specific Plan Traffic Analysis – Baseline Traffic Volume Development Memorandum, Whitlock & Weinberger Transportation, Inc., 2013 Shadelands Gateway Specific Plan Traffic Analysis – Cumulative Traffic Volume Development Memorandum, Whitlock & Weinberger Transportation, Inc., 2013 Shadelands Specific Plan – Trip Generation Assumptions Memorandum, Whitlock & Weinberger Transportation, Inc., 2013 Trip Generation Manual, 9th Edition, Institute of Transportation Engineers, 2012 Walnut Creek General Plan 2025, City of Walnut Creek, 2006 Walnut Creek Municipal Code, Code Publishing Company, 2013

WCR005

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 13, 2013 Page 53

Appendix A

Collision Rate Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

INTERSECTION COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Intersection # 1: Ygnacio Valley Road & Oak Grove Road

Number of Collisions: 46 Number of Injuries: 17 Number of Fatalities: 0 ADT: 48900 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Intersection Type: Four-Legged Control Type: Signals Area: Urban

NUMBER OF COLLISIONS x 1 MILLION collision rate = ADT x 365 DAYS PER YEAR x NUMBER OF YEARS

46 x 1,000,000 collision rate = 48,900 x365 x 5

Collision Rate Fatality Rate Injury Rate Study Intersection 0.52 c/mve 0.0% 37.0% Statewide Average* 0.43 c/mve 0.4% 43.9%

ADT = average daily total vehicles entering intersection c/mve = collisions per million vehicles entering intersection * 2007 Collision Data on California State Highways, Caltrans

Intersection # 2: Oak Grove Road & Citrus Avenue

Number of Collisions: 6 Number of Injuries: 2 Number of Fatalities: 0 ADT: 20400 Start Date: April 25, 2007 End Date: April 25, 2012 Number of Years: 5

Intersection Type: Tee Control Type: Signals Area: Urban

NUMBER OF COLLISIONS x 1 MILLION collision rate = ADT x 365 DAYS PER YEAR x NUMBER OF YEARS

6x 1,000,000 collision rate = 20,400 x365 x 5

Collision Rate Fatality Rate Injury Rate Study Intersection 0.16 c/mve 0.0% 33.3% Statewide Average* 0.28 c/mve 0.4% 43.3%

ADT = average daily total vehicles entering intersection c/mve = collisions per million vehicles entering intersection * 2007 Collision Data on California State Highways, Caltrans

4/22/2013 Whitlock & Weinberger Transportation, Inc. Page 1 of 2 INTERSECTION COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Intersection # 3: Oak Grove Road & Shadelands Drive

Number of Collisions: 7 Number of Injuries: 2 Number of Fatalities: 0 ADT: 17500 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Intersection Type: Tee Control Type: Signals Area: Urban

NUMBER OF COLLISIONS x 1 MILLION collision rate = ADT x 365 DAYS PER YEAR x NUMBER OF YEARS

7x 1,000,000 collision rate = 17,500 x365 x 5

Collision Rate Fatality Rate Injury Rate Study Intersection 0.22 c/mve 0.0% 28.6% Statewide Average* 0.28 c/mve 0.4% 43.3%

ADT = average daily total vehicles entering intersection c/mve = collisions per million vehicles entering intersection * 2007 Collision Data on California State Highways, Caltrans

4/22/2013 Whitlock & Weinberger Transportation, Inc. Page 2 of 2 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Location: Citrus Avenue from Oak Grove Road to Conifer Court

ADT: 8,600

Number of Collisions: 0 Number of Injuries: 0 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: Conventional 2 lanes or less Area: Urban Design Speed: <=45

Segment Length: 0.2 miles Direction: East/West

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

0x1,000,000 8,600 x 365 x 0.22 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.00 c/mvm 0.0% 0.0% Statewide Average* 3.05 c/mvm 0.4% 40.5%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

Location: Oak Grove Rd from Ygnacio Valley Rd to Citrus Ave

ADT: 18,000

Number of Collisions: 4 Number of Injuries: 2 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 4 LANES Area: Urban Design Speed: <=45

Segment Length: 0.1 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

4x1,000,000 18,000 x 365 x 0.13 x 5

Collision RateFatality Rate Injury Rate Study Segment 0.94 c/mvm 0.0% 50.0% Statewide Average* 4.95 c/mvm 0.4% 39.4%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 1 of 6 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Location: Oak Grove Rd from Shadelands Dr to Citrus Ave

ADT: 14,100

Number of Collisions: 1 Number of Injuries: 1 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 4 LANES Area: Urban Design Speed: <=45

Segment Length: 0.1 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

1x1,000,000 14,100 x 365 x 0.08 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.49 c/mvm 0.0% 100.0% Statewide Average* 4.95 c/mvm 0.4% 39.4%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

Location: Oak Grove Rd from Encina Camino to Ygnacio Valley Rd

ADT: 14,500

Number of Collisions: 13 Number of Injuries: 3 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 4 LANES Area: Urban Design Speed: <=45

Segment Length: 0.1 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

13 x 1,000,000 14,500 x 365 x 0.13 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 3.78 c/mvm 0.0% 23.1% Statewide Average* 4.95 c/mvm 0.4% 39.4%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 2 of 6 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Location: Oak Grove Rd from Shadelands Drive to Mitchell Drive

ADT: 16,800

Number of Collisions: 1 Number of Injuries: 0 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 4 LANES Area: Urban Design Speed: <=45

Segment Length: 0.2 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

1x1,000,000 16,800 x 365 x 0.2 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.16 c/mvm 0.0% 0.0% Statewide Average* 4.95 c/mvm 0.4% 39.4%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

Location: Via Monte from Ygnacio Valley Rd to Encina Camino

ADT: 1,000

Number of Collisions: 0 Number of Injuries: 0 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: CONVENTIONAL 2 LANES OR LESS Area: Urban Design Speed: <=45

Segment Length: 0.1 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

0x1,000,000 1,000 x 365 x 0.13 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.00 c/mvm 0.0% 0.0% Statewide Average* 3.05 c/mvm 0.4% 40.5%

ADT = average daily traffic volume c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 3 of 6 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Location: Ygnacio Valley Rd from Via Monte to Wiget Lane

ADT: 37,700

Number of Collisions: 2 Number of Injuries: 1 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 5-6 LANES Area: Urban Design Speed: <=45

Segment Length: 0.3 miles Direction: EAST/WEST

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

2x1,000,000 37,700 x 365 x 0.31 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.09 c/mvm 0.0% 50.0% Statewide Average* 4.45 c/mvm 1.0% 26.1%

ADT = c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

Location: Ygnacio Valley Rd from Oak Grove Rd to Via Monte

ADT: 35,500

Number of Collisions: 16 Number of Injuries: 2 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 5-6 LANES Area: Urban Design Speed: <=45

Segment Length: 0.2 miles Direction: EAST/WEST

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

16 x 1,000,000 35,500 x 365 x 0.23 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 1.07 c/mvm 0.0% 12.5% Statewide Average* 4.45 c/mvm 1.0% 26.1%

ADT = c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 4 of 6 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan

Location: Ygnacio Valley Rd from Oakgrove Rd to Ygnacio Canal (E)

ADT: 33,600

Number of Collisions: 15 Number of Injuries: 6 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: UNDIVIDED 5-6 LANES Area: Urban Design Speed: <=45

Segment Length: 0.6 miles Direction: EAST/WEST

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

15 x 1,000,000 33,600 x 365 x 0.59 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.41 c/mvm 0.0% 40.0% Statewide Average* 4.45 c/mvm 1.0% 26.1%

ADT = c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

Location: Via Monte from Ygnacio Valley Rd to Shadelands Drive

ADT: 3,100

Number of Collisions: 1 Number of Injuries: 0 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: CONVENTIONAL 2 LANES OR LESS Area: Urban Design Speed: <=45

Segment Length: 0.2 miles Direction: NORTH/SOUTH

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

1x1,000,000 3,100 x 365 x 0.22 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.80 c/mvm 0.0% 0.0% Statewide Average* 3.05 c/mvm 0.4% 40.5%

ADT = c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 5 of 6 SEGMENT COLLISION RATE CALCULATIONS Shadelands Gateway Specific Plan Location: Shadelands Dr from Via Monte to Oak Grove Road

ADT: 4,600

Number of Collisions: 1 Number of Injuries: 0 Number of Fatalities: 0 Start Date: April 26, 2007 End Date: April 26, 2012 Number of Years: 5

Highway Type: CONVENTIONAL 2 LANES OR LESS Area: Urban Design Speed: <=45

Segment Length: 0.2 miles Direction: EAST/WEST

NUMBER OF COLLISIONS x 1 MILLION ADT x 365 DAYS PER YEAR x SEGMENT LENGTH x NUMBER OF YEARS

1x1,000,000 4,600 x 365 x 0.2 x 5

Collision Rate Fatality Rate Injury Rate Study Segment 0.60 c/mvm 0.0% 0.0% Statewide Average* 3.05 c/mvm 0.4% 40.5%

ADT = c/mvm = collisions per million vehicle miles * 2007 Collision Data on California State Highways , Caltrans

5/1/2013 Whitlock & Weinberger Transportation, Inc. Page 6 of 6

Appendix B

Delay Index and Average Speed Memorandum

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

Delay Index and Average Speed Memorandum December 29, 2011 Dowling Associates, Inc.

Date: December 29, 2011

Memorandum

To: Rafat Raie, City of Walnut Creek

From: Alice Chen and Debbie Yueh

Reference #: P11042 Delay Index and Average Speed Calculation – Proposed Approach and Results Subject: for the Broadway Plaza Long Range Master Plan Project

Background The current 2025 General Plan identifies performance measures for Routes of Regional Significance, in this case specifically, Ygnacio Valley Road, which include the delay index and average speed. The delay index (DI) represents the congested travel time divided by the uncongested travel time. The target for Ygnacio Valley Road is a DI 2.0 and an average speed of 15 mph. The purpose of this effort is to develop a consistent approach for calculating these two measures.

In preparing the 2025 General Plan, Dowling staff calculated the DI for Ygnacio Valley Road using the version of the Countywide Model available at that time. This effort included an investigation of the assumptions made during the preparation of the 2025 General Plan. The analysis included assumptions related to the extent of the corridor, time period and direction, and method of calculation.

This proposed approach interprets and applies the vision of the 2025 General Plan using the best available technical tools and software and relying on the most recent actual measurements of travel time and speeds along the Ygnacio Valley Road (YVR) corridor.

Proposed Approach The proposed approach is intended to address the technical issues as well as ensure consistency with the intent of the General Plan.

Delay Index and Average Speed Memorandum December 29, 2011

1. Extent. The proposed approach is to cover the entire YVR corridor from Oak Grove to I-680. This would be consistent across all project analyses, rather than to segment the corridor between signalized intersections or into the three sub-corridors.

2. Time Period and Direction. The proposed approach is to conduct the analysis for each direction – eastbound (EB) and westbound (WB) – by AM and PM peak hours. This is rather than just presenting the single peak (AM or PM) congested travel time for each direction as was done in the GP. This approach provides a more comprehensive view of the arterial operation to decision makers.

3. Existing Travel Time. The approach is to calculate the existing delay index and average speed using the existing travel time surveys. These existing travel time surveys reflect the existing conditions in the field with the recent signal timing changes. a. The surveys provide average AM, PM, and mid-day travel times for the entire corridor by direction. For the AM and PM peak periods, the approach is to use the average travel time as congested travel time by direction. For the uncongested time, the approach is to select the lowest surveyed travel time for that direction.

4. Forecast Model. Since the GP EIR, the countywide travel demand model (CCTA Model) has been updated to reflect more recent Association of Bay Area Governments (ABAG) growth projections. The proposed approach is to use the latest CCTA model, which would provide forecast volumes for Year 2030 based on ABAG Projection 2005.

5. Future Travel Times. In the Synchro model, the approach is to prepare a future scenario using the 2030 intersection volumes at all signalized intersections along the corridor from the CCTA model.1 Then, use the Arterial LOS in Synchro to report travel times by direction for each peak period.

6. Adjustments. Use the Synchro file from the City with the existing counts and signal timings for the existing conditions to calculate the incremental increase in congested travel times. This increment is added to the existing (field measured from #3 above) travel times to calculate the future travel time.

7. Final DI and average speed. For the final DI and average speed, the approach is to use the calculated future travel time. Then, divide by the existing uncongested travel time for the DI and divide the distance by travel time for average speed.

1This requires extracting the 2030 volumes from the CCTA model for all signalized intersections along the corridor. This will require running both existing and 2030 forecasts, and using the same “Furness” process that was done for the analysis intersections. The node correspondence will be the most time consuming when extracting turning movement volumes.

Delay Index and Average Speed Memorandum December 29, 2011

8. Baseline and Baseline + Approved scenarios. The Synchro files would also be used to determine the incremental change in travel time associated with baseline and/or approved developments. This would entail extending the trip assignment for all these future developments to cover the extent of the YVR corridor.

Results The resulting DI And average speed using this approach are presented in the following tables for Existing conditions, Baseline conditions, Baseline plus Pending Project conditions, and Cumulative conditions.

Table 1 Delay Index – Existing Conditions

AM Delay PM Delay AM Avg PM Avg Roadway Limits Index Index Speed Speed North Main Street to I-680 SB Rudgear Road 1.42 1.77 43 35 Rudgear Road to North I-680 NB Main Street 1.61 1.42 38 43 Ygnacio WB Oak Grove Road to I-680 1.03 1.47 32 23 Ygnacio EB I-680 to Oak Grove Road 1.24 1.10 24 26

Source: Dowling Associates, Inc.

Table 2 Delay Index – Baseline Conditions

AM Delay PM Delay AM Avg PM Avg Roadway Limits Index Index Speed Speed Baseline Conditions Ygnacio WB Oak Grove Road to I-680 1.14 1.55 30 22 Ygnacio EB I-680 to Oak Grove Road 1.30 1.23 23 24 Baseline with Maximum Retail Ygnacio WB Oak Grove Road to I-680 1.14 1.56 29 22 Ygnacio EB I-680 to Oak Grove Road 1.30 1.24 23 24 Baseline with Maximum Mixed Use Ygnacio WB Oak Grove Road to I-680 1.15 1.56 29 22 Ygnacio EB I-680 to Oak Grove Road 1.30 1.23 23 24

Source: Dowling Associates, Inc.

Delay Index and Average Speed Memorandum December 29, 2011

Table 3 Delay Index – Baseline plus Pending Projects Conditions

AM Delay PM Delay AM Avg PM Avg Roadway Limits Index Index Speed Speed Baseline plus Pending Projects Conditions Ygnacio WB Oak Grove Road to I-680 1.30 1.73 26 19 Ygnacio EB I-680 to Oak Grove Road 1.38 1.56 22 19 Baseline plus Pending Projects with Maximum Retail Ygnacio WB Oak Grove Road to I-680 1.31 1.76 26 19 Ygnacio EB I-680 to Oak Grove Road 1.38 1.58 22 19 Baseline plus Pending Projects with Maximum Mixed Use Ygnacio WB Oak Grove Road to I-680 1.32 1.75 26 19 Ygnacio EB I-680 to Oak Grove Road 1.38 1.57 22 19

Source: Dowling Associates, Inc.

Table 4 Delay Index – Cumulative Conditions

AM Delay PM Delay AM Avg PM Avg Roadway Limits Index Index Speed Speed Cumulative Conditions Ygnacio WB Oak Grove Road to I-680 1.59 1.83 21 18 Ygnacio EB I-680 to Oak Grove Road 1.56 1.70 19 18 Cumulative with Maximum Retail Ygnacio WB Oak Grove Road to I-680 1.60 1.86 21 18 Ygnacio EB I-680 to Oak Grove Road 1.57 1.73 19 17 Cumulative with Maximum Mixed Use Ygnacio WB Oak Grove Road to I-680 1.60 1.85 21 18 Ygnacio EB I-680 to Oak Grove Road 1.57 1.72 19 17

Source: Dowling Associates, Inc.

Appendix C

Intersection Level of Service Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

AM Existing Wed Apr 10, 2013 11:43:37 Page 14-1 PM Existing Wed Apr 10, 2013 11:43:56 Page 14-1 ------AM Peak Hour - Existing Conditions PM Peak Hour - Existing Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Base Volume Alternative) CCTALOS Method (Base Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.503 Cycle (sec): 100 Critical Vol./Cap.(X): 0.407 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 57 Level Of Service: A Optimal Cycle: 48 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:45 - 5:45 pm Base Vol: 71 776 16 9 900 446 345 0 28 45 14 34 Base Vol: 10 1123 15 15 770 62 123 2 17 17 2 23 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 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: 71 776 16 9 900 446 345 0 28 45 14 34 Initial Bse: 10 1123 15 15 770 62 123 2 17 17 2 23 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 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: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 82 892 18 10 1034 513 397 0 32 52 16 39 PHF Volume: 11 1182 16 16 811 65 129 2 18 18 2 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 892 18 10 1034 513 397 0 32 52 16 39 Reduced Vol: 11 1182 16 16 811 65 129 2 18 18 2 24 RTOR Reduct: 0 0 0 0 0 218 0 0 32 0 0 10 RTOR Reduct: 0 0 0 0 0 65 0 0 11 0 0 16 RTOR Vol: 82 892 18 10 1034 295 397 0 0 52 16 29 RTOR Vol: 11 1182 16 16 811 0 129 2 7 18 2 8 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 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 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: 82 892 18 10 1034 295 397 0 0 52 16 29 FinalVolume: 11 1182 16 16 811 0 129 2 7 18 2 8 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 2.00 0.00 1.00 0.76 0.24 1.00 Lanes: 1.00 1.97 0.03 1.00 2.00 1.00 1.97 0.03 1.00 0.89 0.11 1.00 Final Sat.: 1720 3371 69 1720 3440 1720 3127 0 1720 1312 408 1720 Final Sat.: 1720 3395 45 1720 3440 1720 3077 55 1720 1539 181 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.26 0.26 0.01 0.30 0.17 0.13 0.00 0.00 0.04 0.04 0.02 Vol/Sat: 0.01 0.35 0.35 0.01 0.24 0.00 0.04 0.04 0.00 0.01 0.01 0.00 Crit Volume: 82 517 198 68 Crit Volume: 599 16 66 20 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Existing Wed Apr 10, 2013 11:43:37 Page 15-1 PM Existing Wed Apr 10, 2013 11:43:56 Page 15-1 ------AM Peak Hour - Existing Conditions PM Peak Hour - Existing Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Base Volume Alternative) CCTALOS Method (Base Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.301 Cycle (sec): 100 Critical Vol./Cap.(X): 0.341 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 26 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 676 0 0 1028 0 0 0 0 0 0 0 Base Vol: 0 1191 0 0 783 0 0 0 0 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 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: 0 676 0 0 1028 0 0 0 0 0 0 0 Initial Bse: 0 1191 0 0 783 0 0 0 0 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 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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 0 712 0 0 1082 0 0 0 0 0 0 0 PHF Volume: 0 1228 0 0 807 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 712 0 0 1082 0 0 0 0 0 0 0 Reduced Vol: 0 1228 0 0 807 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 712 0 0 1082 0 0 0 0 0 0 0 RTOR Vol: 0 1228 0 0 807 0 0 0 0 0 0 0 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 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 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: 0 712 0 0 1082 0 0 0 0 0 0 0 FinalVolume: 0 1228 0 0 807 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.20 0.00 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.34 0.00 0.00 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 541 0 0 Crit Volume: 614 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Existing Wed Apr 10, 2013 11:43:37 Page 16-1 PM Existing Wed Apr 10, 2013 11:43:56 Page 16-1 ------AM Peak Hour - Existing Conditions PM Peak Hour - Existing Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Base Volume Alternative) CCTALOS Method (Base Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Cycle (sec): 100 Critical Vol./Cap.(X): 0.542 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 Level Of Service: B Optimal Cycle: 62 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:30 - 5:30 pm Base Vol: 132 482 158 56 555 409 50 11 14 105 84 149 Base Vol: 17 692 52 86 575 116 433 25 105 51 13 58 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 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: 132 482 158 56 555 409 50 11 14 105 84 149 Initial Bse: 17 692 52 86 575 116 433 25 105 51 13 58 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 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: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 150 548 180 64 631 465 57 13 16 119 95 169 PHF Volume: 18 744 56 92 618 125 466 27 113 55 14 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 548 180 64 631 465 57 13 16 119 95 169 Reduced Vol: 18 744 56 92 618 125 466 27 113 55 14 62 RTOR Reduct: 0 0 0 0 0 0 0 0 16 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 18 0 0 0 RTOR Vol: 150 548 180 64 631 465 57 13 0 119 95 169 RTOR Vol: 18 744 56 92 618 125 466 27 95 55 14 62 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 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 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: 150 548 180 64 631 465 57 13 0 119 95 169 FinalVolume: 18 744 56 92 618 125 466 27 95 55 14 62 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.51 0.49 1.00 1.15 0.85 1.64 0.36 1.00 0.31 0.25 0.44 Lanes: 1.00 1.86 0.14 1.00 1.66 0.34 1.89 0.11 1.00 0.42 0.11 0.47 Final Sat.: 1650 2485 815 1650 1900 1400 2459 595 1650 513 410 727 Final Sat.: 1650 3069 231 1650 2746 554 2836 180 1650 690 176 784 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.22 0.22 0.04 0.33 0.33 0.02 0.02 0.00 0.23 0.23 0.23 Vol/Sat: 0.01 0.24 0.24 0.06 0.23 0.23 0.16 0.15 0.06 0.08 0.08 0.08 Crit Volume: 150 548 35 384 Crit Volume: 400 92 246 131 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Existing Wed Apr 10, 2013 11:43:37 Page 17-1 PM Existing Wed Apr 10, 2013 11:43:56 Page 17-1 ------AM Peak Hour - Existing Conditions PM Peak Hour - Existing Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Base Volume Alternative) CCTALOS Method (Base Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.647 Cycle (sec): 100 Critical Vol./Cap.(X): 0.368 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 65 Level Of Service: B Optimal Cycle: 36 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:00 - 5:00 pm Base Vol: 648 758 0 0 472 178 26 0 5 0 0 0 Base Vol: 34 671 0 0 766 45 147 0 125 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 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: 648 758 0 0 472 178 26 0 5 0 0 0 Initial Bse: 34 671 0 0 766 45 147 0 125 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 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: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 728 852 0 0 530 200 29 0 6 0 0 0 PHF Volume: 37 722 0 0 824 48 158 0 134 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 728 852 0 0 530 200 29 0 6 0 0 0 Reduced Vol: 37 722 0 0 824 48 158 0 134 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 728 852 0 0 530 200 29 0 6 0 0 0 RTOR Vol: 37 722 0 0 824 48 158 0 134 0 0 0 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 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 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: 728 852 0 0 530 200 29 0 6 0 0 0 FinalVolume: 37 722 0 0 824 48 158 0 134 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.45 0.55 1.68 0.00 0.32 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.89 0.11 1.08 0.00 0.92 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2498 942 2623 0 555 0 0 0 Final Sat.: 1720 3440 0 0 3249 191 1690 0 1581 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.42 0.25 0.00 0.00 0.21 0.21 0.01 0.00 0.01 0.00 0.00 0.00 Vol/Sat: 0.02 0.21 0.00 0.00 0.25 0.25 0.09 0.00 0.09 0.00 0.00 0.00 Crit Volume: 728 365 17 0 Crit Volume: 37 436 146 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Existing Wed Apr 10, 2013 11:43:37 Page 18-1 PM Existing Wed Apr 10, 2013 11:43:56 Page 18-1 ------AM Peak Hour - Existing Conditions PM Peak Hour - Existing Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Base Volume Alternative) CCTALOS Method (Base Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.634 Cycle (sec): 100 Critical Vol./Cap.(X): 0.369 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 62 Level Of Service: B Optimal Cycle: 36 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:15 - 8:15 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 1383 186 21 418 0 0 0 0 360 0 65 Base Vol: 0 458 232 100 667 0 0 0 0 298 0 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 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: 0 1383 186 21 418 0 0 0 0 360 0 65 Initial Bse: 0 458 232 100 667 0 0 0 0 298 0 87 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 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: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1503 202 23 454 0 0 0 0 391 0 71 PHF Volume: 0 477 242 104 695 0 0 0 0 310 0 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1503 202 23 454 0 0 0 0 391 0 71 Reduced Vol: 0 477 242 104 695 0 0 0 0 310 0 91 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 23 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 91 RTOR Vol: 0 1503 202 23 454 0 0 0 0 391 0 48 RTOR Vol: 0 477 242 104 695 0 0 0 0 310 0 0 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 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 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: 0 1503 202 23 454 0 0 0 0 391 0 48 FinalVolume: 0 477 242 104 695 0 0 0 0 310 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.76 0.24 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.33 0.67 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3032 408 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2283 1157 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.50 0.50 0.01 0.13 0.00 0.00 0.00 0.00 0.13 0.00 0.03 Vol/Sat: 0.00 0.21 0.21 0.06 0.20 0.00 0.00 0.00 0.00 0.10 0.00 0.00 Crit Volume: 853 23 0 196 Crit Volume: 359 104 0 155 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Existing plus Project Wed Oct 2, 2013 15:23:07 Page 15-1 PM Existing plus Project Wed Oct 2, 2013 15:23:51 Page 15-1 ------AM Peak Hour - Existing plus Project Conditions PM Peak Hour - Existing plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.515 Cycle (sec): 100 Critical Vol./Cap.(X): 0.445 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: A Optimal Cycle: 51 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:45 - 5:45 pm Base Vol: 71 776 16 9 900 446 345 0 28 45 14 34 Base Vol: 10 1123 15 15 770 62 123 2 17 17 2 23 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 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: 71 776 16 9 900 446 345 0 28 45 14 34 Initial Bse: 10 1123 15 15 770 62 123 2 17 17 2 23 Added Vol: 0 49 0 0 37 0 0 0 0 0 0 0 Added Vol: 0 124 0 0 158 0 0 0 0 0 0 0 PasserByVol: 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: 71 825 16 9 937 446 345 0 28 45 14 34 Initial Fut: 10 1247 15 15 928 62 123 2 17 17 2 23 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 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: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 82 948 18 10 1077 513 397 0 32 52 16 39 PHF Volume: 11 1313 16 16 977 65 129 2 18 18 2 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 948 18 10 1077 513 397 0 32 52 16 39 Reduced Vol: 11 1313 16 16 977 65 129 2 18 18 2 24 RTOR Reduct: 0 0 0 0 0 218 0 0 32 0 0 10 RTOR Reduct: 0 0 0 0 0 65 0 0 11 0 0 16 RTOR Vol: 82 948 18 10 1077 295 397 0 0 52 16 29 RTOR Vol: 11 1313 16 16 977 0 129 2 7 18 2 8 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 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 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: 82 948 18 10 1077 295 397 0 0 52 16 29 FinalVolume: 11 1313 16 16 977 0 129 2 7 18 2 8 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 2.00 0.00 1.00 0.76 0.24 1.00 Lanes: 1.00 1.98 0.02 1.00 2.00 1.00 1.97 0.03 1.00 0.89 0.11 1.00 Final Sat.: 1720 3375 65 1720 3440 1720 3127 0 1720 1312 408 1720 Final Sat.: 1720 3399 41 1720 3440 1720 3077 55 1720 1539 181 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.28 0.28 0.01 0.31 0.17 0.13 0.00 0.00 0.04 0.04 0.02 Vol/Sat: 0.01 0.39 0.39 0.01 0.28 0.00 0.04 0.04 0.00 0.01 0.01 0.00 Crit Volume: 82 539 198 68 Crit Volume: 664 16 66 20 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Existing plus Project Wed Oct 2, 2013 15:23:07 Page 16-1 PM Existing plus Project Wed Oct 2, 2013 15:23:51 Page 16-1 ------AM Peak Hour - Existing plus Project Conditions PM Peak Hour - Existing plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.311 Cycle (sec): 100 Critical Vol./Cap.(X): 0.377 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 28 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 676 0 0 1028 0 0 0 0 0 0 0 Base Vol: 0 1191 0 0 783 0 0 0 0 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 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: 0 676 0 0 1028 0 0 0 0 0 0 0 Initial Bse: 0 1191 0 0 783 0 0 0 0 0 0 0 Added Vol: 0 49 0 0 37 0 0 0 0 0 0 0 Added Vol: 0 124 0 0 158 0 0 0 0 0 0 0 PasserByVol: 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: 0 725 0 0 1065 0 0 0 0 0 0 0 Initial Fut: 0 1315 0 0 941 0 0 0 0 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 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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 0 763 0 0 1121 0 0 0 0 0 0 0 PHF Volume: 0 1356 0 0 970 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 763 0 0 1121 0 0 0 0 0 0 0 Reduced Vol: 0 1356 0 0 970 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 763 0 0 1121 0 0 0 0 0 0 0 RTOR Vol: 0 1356 0 0 970 0 0 0 0 0 0 0 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 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 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: 0 763 0 0 1121 0 0 0 0 0 0 0 FinalVolume: 0 1356 0 0 970 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.21 0.00 0.00 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.38 0.00 0.00 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 561 0 0 Crit Volume: 678 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Existing plus Project Wed Oct 2, 2013 15:23:07 Page 17-1 PM Existing plus Project Wed Oct 2, 2013 15:23:51 Page 17-1 ------AM Peak Hour - Existing plus Project Conditions PM Peak Hour - Existing plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.695 Cycle (sec): 100 Critical Vol./Cap.(X): 0.601 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 93 Level Of Service: B Optimal Cycle: 71 Level Of Service: B ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:30 - 5:30 pm Base Vol: 132 482 158 56 555 409 50 11 14 105 84 149 Base Vol: 17 692 52 86 575 116 433 25 105 51 13 58 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 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: 132 482 158 56 555 409 50 11 14 105 84 149 Initial Bse: 17 692 52 86 575 116 433 25 105 51 13 58 Added Vol: 0 49 6 0 37 0 0 0 0 5 0 0 Added Vol: 0 124 16 0 158 0 0 0 0 20 0 0 PasserByVol: 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: 132 531 164 56 592 409 50 11 14 110 84 149 Initial Fut: 17 816 68 86 733 116 433 25 105 71 13 58 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 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: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 150 603 186 64 673 465 57 13 16 125 95 169 PHF Volume: 18 877 73 92 788 125 466 27 113 76 14 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 603 186 64 673 465 57 13 16 125 95 169 Reduced Vol: 18 877 73 92 788 125 466 27 113 76 14 62 RTOR Reduct: 0 0 0 0 0 0 0 0 16 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 18 0 0 0 RTOR Vol: 150 603 186 64 673 465 57 13 0 125 95 169 RTOR Vol: 18 877 73 92 788 125 466 27 95 76 14 62 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 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 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: 150 603 186 64 673 465 57 13 0 125 95 169 FinalVolume: 18 877 73 92 788 125 466 27 95 76 14 62 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.53 0.47 1.00 1.18 0.82 1.64 0.36 1.00 0.32 0.24 0.44 Lanes: 1.00 1.85 0.15 1.00 1.73 0.27 1.89 0.11 1.00 0.50 0.09 0.41 Final Sat.: 1650 2521 779 1650 1952 1348 2459 595 1650 529 404 717 Final Sat.: 1650 3046 254 1650 2849 451 2836 180 1650 825 151 674 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.24 0.24 0.04 0.34 0.34 0.02 0.02 0.00 0.24 0.24 0.24 Vol/Sat: 0.01 0.29 0.29 0.06 0.28 0.28 0.16 0.15 0.06 0.09 0.09 0.09 Crit Volume: 150 569 35 390 Crit Volume: 475 92 246 153 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Existing plus Project Wed Oct 2, 2013 15:23:07 Page 18-1 PM Existing plus Project Wed Oct 2, 2013 15:23:51 Page 18-1 ------AM Peak Hour - Existing plus Project Conditions PM Peak Hour - Existing plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.684 Cycle (sec): 100 Critical Vol./Cap.(X): 0.525 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: B Optimal Cycle: 48 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:00 - 5:00 pm Base Vol: 648 758 0 0 472 178 26 0 5 0 0 0 Base Vol: 34 671 0 0 766 45 147 0 125 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 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: 648 758 0 0 472 178 26 0 5 0 0 0 Initial Bse: 34 671 0 0 766 45 147 0 125 0 0 0 Added Vol: -9 0 0 0 60 -19 56 0 16 0 0 0 Added Vol: 16 0 0 0 134 43 140 0 33 0 0 0 PasserByVol: 1 -1 0 0 -3 3 7 0 2 0 0 0 PasserByVol: 6 -6 0 0 -16 16 65 0 18 0 0 0 Initial Fut: 640 757 0 0 529 162 89 0 23 0 0 0 Initial Fut: 56 665 0 0 884 104 352 0 176 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 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: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 719 851 0 0 594 182 100 0 26 0 0 0 PHF Volume: 60 715 0 0 951 112 378 0 189 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 719 851 0 0 594 182 100 0 26 0 0 0 Reduced Vol: 60 715 0 0 951 112 378 0 189 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 719 851 0 0 594 182 100 0 26 0 0 0 RTOR Vol: 60 715 0 0 951 112 378 0 189 0 0 0 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 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 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: 719 851 0 0 594 182 100 0 26 0 0 0 FinalVolume: 60 715 0 0 951 112 378 0 189 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.53 0.47 1.58 0.01 0.41 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.79 0.21 1.33 0.01 0.66 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2634 806 2485 0 706 0 0 0 Final Sat.: 1720 3440 0 0 3078 362 2085 0 1147 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.42 0.25 0.00 0.00 0.23 0.23 0.04 0.00 0.04 0.00 0.00 0.00 Vol/Sat: 0.04 0.21 0.00 0.00 0.31 0.31 0.18 0.00 0.17 0.00 0.00 0.00 Crit Volume: 719 388 63 0 Crit Volume: 60 531 284 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Existing plus Project Wed Oct 2, 2013 15:23:07 Page 19-1 PM Existing plus Project Wed Oct 2, 2013 15:23:51 Page 19-1 ------AM Peak Hour - Existing plus Project Conditions PM Peak Hour - Existing plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.640 Cycle (sec): 100 Critical Vol./Cap.(X): 0.390 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: B Optimal Cycle: 37 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:15 - 8:15 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 1383 186 21 418 0 0 0 0 360 0 65 Base Vol: 0 458 232 100 667 0 0 0 0 298 0 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 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: 0 1383 186 21 418 0 0 0 0 360 0 65 Initial Bse: 0 458 232 100 667 0 0 0 0 298 0 87 Added Vol: 0 -6 0 8 68 0 0 0 0 8 0 -3 Added Vol: 0 10 0 20 148 0 0 0 0 19 0 6 PasserByVol: 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: 0 1377 186 29 486 0 0 0 0 368 0 62 Initial Fut: 0 468 232 120 815 0 0 0 0 317 0 93 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 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: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1497 202 32 528 0 0 0 0 400 0 67 PHF Volume: 0 488 242 125 849 0 0 0 0 330 0 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1497 202 32 528 0 0 0 0 400 0 67 Reduced Vol: 0 488 242 125 849 0 0 0 0 330 0 97 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 32 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 97 RTOR Vol: 0 1497 202 32 528 0 0 0 0 400 0 36 RTOR Vol: 0 488 242 125 849 0 0 0 0 330 0 0 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 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 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: 0 1497 202 32 528 0 0 0 0 400 0 36 FinalVolume: 0 488 242 125 849 0 0 0 0 330 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.76 0.24 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.34 0.66 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3031 409 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2300 1140 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.49 0.49 0.02 0.15 0.00 0.00 0.00 0.00 0.13 0.00 0.02 Vol/Sat: 0.00 0.21 0.21 0.07 0.25 0.00 0.00 0.00 0.00 0.11 0.00 0.00 Crit Volume: 849 32 0 200 Crit Volume: 365 125 0 165 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline Wed Apr 10, 2013 11:47:08 Page 2-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:27 Page 2-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am near-term Forecast for pm near-term

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

1 Pleasant Cre 10.00 Apartment 0.10 0.41 1 4 5 1.6 1 Pleasant Cre 10.00 Apartment 0.40 0.22 4 2 6 0.9 Zone 1 Subtotal ...... 1 4 5 1.6 Zone 1 Subtotal ...... 4 2 6 0.9

2 Villagewalk -2.00 SFR 0.19 0.56 0 -1 -1 -0.3 2 Villagewalk -2.00 SFR 0.64 0.37 -1 -1 -2 -0.3 2 Villagewalk 12.00 Condo/Townhome 0.07 0.37 1 4 5 1.6 2 Villagewalk 12.00 Condo/Townhome 0.35 0.17 4 2 6 0.9 Zone 2 Subtotal ...... 1 3 4 1.3 Zone 2 Subtotal ...... 3 1 4 0.6

3 Cole Terrace -1.00 SFR 0.19 0.56 0 -1 -1 -0.3 3 Cole Terrace -1.00 SFR 0.64 0.37 -1 0 -1 -0.2 3 Cole Terrace 12.00 Condo/Townhome 0.07 0.37 1 4 5 1.6 3 Cole Terrace 12.00 Condo/Townhome 0.35 0.17 4 2 6 0.9 Zone 3 Subtotal ...... 1 3 4 1.3 Zone 3 Subtotal ...... 3 2 5 0.8

4 Geary/Hall R -2.00 SFR 0.19 0.56 0 -1 -1 -0.3 4 Geary/Hall R -2.00 SFR 0.64 0.37 -1 -1 -2 -0.3 4 Geary/Hall R 13.00 Condo/Townhome 0.07 0.37 1 5 6 1.9 4 Geary/Hall R 13.00 Condo/Townhome 0.35 0.17 5 2 7 1.1 Zone 4 Subtotal ...... 1 4 5 1.6 Zone 4 Subtotal ...... 4 1 5 0.8

5 The Village -1.00 General Office 79.00 11.00 -79 -11 -90 -29.2 5 The Village -1.00 General Office 15.00 72.00 -15 -72 -87 -13.6 5 The Village -1.00 Convenience Mk 148.00 147.00 -148 -147 -295 -95.8 5 The Village -1.00 Specialty Reta 3.00 3.00 -3 -3 -6 -0.9 5 The Village 1.00 Shopping Cente 15.00 9.00 15 9 24 7.8 5 The Village -1.00 Convenience Mk 118.00 113.00 -118 -113 -231 -36.0 Zone 5 Subtotal ...... -212 -149 -361 -117. 5 The Village 1.00 Shopping Cente 53.00 56.00 53 56 109 17.0 Zone 5 Subtotal ...... -83 -132 -215 -33.5 6 North Main A 126.00 Apartment 0.10 0.42 13 53 66 21.4 Zone 6 Subtotal ...... 13 53 66 21.4 6 North Main A 126.00 Apartment 0.45 0.24 57 30 87 13.6 Zone 6 Subtotal ...... 57 30 87 13.6 7 BRIO (former 1.00 Apartment/trip 27.00 109.00 27 109 136 44.2 Zone 7 Subtotal ...... 27 109 136 44.2 7 BRIO (former 1.00 Apartment/trip 107.00 58.00 107 58 165 25.7 Zone 7 Subtotal ...... 107 58 165 25.7 8 KLA Schools 226.00 Day Care Cente 0.40 0.35 90 79 169 54.9 Zone 8 Subtotal ...... 90 79 169 54.9 8 KLA Schools 226.00 Day Care Cente 0.48 0.54 108 122 230 35.9 Zone 8 Subtotal ...... 108 122 230 35.9 9 The Arroyo A 1.00 Apartment 11.00 44.00 11 44 55 17.9 Zone 9 Subtotal ...... 11 44 55 17.9 9 The Arroyo A 1.00 Apartment 43.00 23.00 43 23 66 10.3 Zone 9 Subtotal ...... 43 23 66 10.3 10 1500 N Calif 1.00 Apartment/Shop 17.00 59.00 17 59 76 24.7 Zone 10 Subtotal ...... 17 59 76 24.7 10 1500 N Calif 1.00 Apartment/Shop 71.00 42.00 71 42 113 17.6 Zone 10 Subtotal ...... 71 42 113 17.6 11 Progressive 1.00 Site-Specific 43.00 14.00 43 14 57 18.5 Zone 11 Subtotal ...... 43 14 57 18.5 11 Progressive 1.00 Site-Specific 6.00 36.00 6 36 42 6.6 Zone 11 Subtotal ...... 6 36 42 6.6 12 Encina Grand 6.35 Shopping Cente 0.60 0.36 4 2 6 1.9 Zone 12 Subtotal ...... 4 2 6 1.9 12 Encina Grand 6.35 Shopping Cente 1.78 1.99 11 13 24 3.7 Zone 12 Subtotal ...... 11 13 24 3.7 13 Kid Time Day 80.00 Day Care Cente 0.42 0.37 34 30 64 20.8 Zone 13 Subtotal ...... 34 30 64 20.8 13 Kid Time Day 80.00 Day Care Cente 0.49 0.56 39 45 84 13.1

AM Near-Term Baseline Wed Apr 10, 2013 11:47:08 Page 2-2 PM Near-Term Baseline Wed Apr 10, 2013 11:47:27 Page 2-2 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

Zone 13 Subtotal ...... 39 45 84 13.1 105 The Village 1.00 Condo/Townhome 4.00 18.00 4 18 22 7.1 Zone 105 Subtotal ...... 4 18 22 7.1 105 The Village 1.00 Condo/Townhome 17.00 8.00 17 8 25 3.9 Zone 105 Subtotal ...... 17 8 25 3.9 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 ------TOTAL ...... 35 273 308 100.0 ------TOTAL ...... 390 251 641 100.0

AM Near-Term Baseline Wed Apr 10, 2013 11:47:09 Page 16-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:29 Page 16-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.508 Cycle (sec): 100 Critical Vol./Cap.(X): 0.414 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 58 Level Of Service: A Optimal Cycle: 48 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:45 - 5:45 pm Base Vol: 71 776 16 9 900 446 345 0 28 45 14 34 Base Vol: 10 1123 15 15 770 62 123 2 17 17 2 23 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 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: 71 776 16 9 900 446 345 0 28 45 14 34 Initial Bse: 10 1123 15 15 770 62 123 2 17 17 2 23 Added Vol: 0 14 0 0 14 0 0 0 0 0 0 0 Added Vol: 0 23 0 0 19 0 0 0 0 0 0 0 PasserByVol: 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: 71 790 16 9 914 446 345 0 28 45 14 34 Initial Fut: 10 1146 15 15 789 62 123 2 17 17 2 23 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 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: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 82 908 18 10 1051 513 397 0 32 52 16 39 PHF Volume: 11 1206 16 16 831 65 129 2 18 18 2 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 908 18 10 1051 513 397 0 32 52 16 39 Reduced Vol: 11 1206 16 16 831 65 129 2 18 18 2 24 RTOR Reduct: 0 0 0 0 0 218 0 0 32 0 0 10 RTOR Reduct: 0 0 0 0 0 65 0 0 11 0 0 16 RTOR Vol: 82 908 18 10 1051 295 397 0 0 52 16 29 RTOR Vol: 11 1206 16 16 831 0 129 2 7 18 2 8 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 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 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: 82 908 18 10 1051 295 397 0 0 52 16 29 FinalVolume: 11 1206 16 16 831 0 129 2 7 18 2 8 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 2.00 0.00 1.00 0.76 0.24 1.00 Lanes: 1.00 1.97 0.03 1.00 2.00 1.00 1.97 0.03 1.00 0.89 0.11 1.00 Final Sat.: 1720 3372 68 1720 3440 1720 3127 0 1720 1312 408 1720 Final Sat.: 1720 3396 44 1720 3440 1720 3077 55 1720 1539 181 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.27 0.27 0.01 0.31 0.17 0.13 0.00 0.00 0.04 0.04 0.02 Vol/Sat: 0.01 0.36 0.36 0.01 0.24 0.00 0.04 0.04 0.00 0.01 0.01 0.00 Crit Volume: 82 525 198 68 Crit Volume: 611 16 66 20 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline Wed Apr 10, 2013 11:47:09 Page 17-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:29 Page 17-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.305 Cycle (sec): 100 Critical Vol./Cap.(X): 0.348 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 26 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 676 0 0 1028 0 0 0 0 0 0 0 Base Vol: 0 1191 0 0 783 0 0 0 0 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 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: 0 676 0 0 1028 0 0 0 0 0 0 0 Initial Bse: 0 1191 0 0 783 0 0 0 0 0 0 0 Added Vol: 0 14 0 0 14 0 0 0 0 0 0 0 Added Vol: 0 23 0 0 19 0 0 0 0 0 0 0 PasserByVol: 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: 0 690 0 0 1042 0 0 0 0 0 0 0 Initial Fut: 0 1214 0 0 802 0 0 0 0 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 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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 0 726 0 0 1097 0 0 0 0 0 0 0 PHF Volume: 0 1252 0 0 827 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 726 0 0 1097 0 0 0 0 0 0 0 Reduced Vol: 0 1252 0 0 827 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 726 0 0 1097 0 0 0 0 0 0 0 RTOR Vol: 0 1252 0 0 827 0 0 0 0 0 0 0 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 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 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: 0 726 0 0 1097 0 0 0 0 0 0 0 FinalVolume: 0 1252 0 0 827 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.20 0.00 0.00 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.35 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 548 0 0 Crit Volume: 626 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline Wed Apr 10, 2013 11:47:09 Page 18-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:29 Page 18-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.684 Cycle (sec): 100 Critical Vol./Cap.(X): 0.550 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 90 Level Of Service: B Optimal Cycle: 63 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:30 - 5:30 pm Base Vol: 132 482 158 56 555 409 50 11 14 105 84 149 Base Vol: 17 692 52 86 575 116 433 25 105 51 13 58 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 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: 132 482 158 56 555 409 50 11 14 105 84 149 Initial Bse: 17 692 52 86 575 116 433 25 105 51 13 58 Added Vol: 0 14 0 0 14 0 0 0 0 0 0 0 Added Vol: 0 23 0 0 19 0 0 0 0 0 0 0 PasserByVol: 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: 132 496 158 56 569 409 50 11 14 105 84 149 Initial Fut: 17 715 52 86 594 116 433 25 105 51 13 58 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 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: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 150 564 180 64 647 465 57 13 16 119 95 169 PHF Volume: 18 769 56 92 639 125 466 27 113 55 14 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 564 180 64 647 465 57 13 16 119 95 169 Reduced Vol: 18 769 56 92 639 125 466 27 113 55 14 62 RTOR Reduct: 0 0 0 0 0 0 0 0 16 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 18 0 0 0 RTOR Vol: 150 564 180 64 647 465 57 13 0 119 95 169 RTOR Vol: 18 769 56 92 639 125 466 27 95 55 14 62 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 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 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: 150 564 180 64 647 465 57 13 0 119 95 169 FinalVolume: 18 769 56 92 639 125 466 27 95 55 14 62 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.52 0.48 1.00 1.16 0.84 1.64 0.36 1.00 0.31 0.25 0.44 Lanes: 1.00 1.86 0.14 1.00 1.67 0.33 1.89 0.11 1.00 0.42 0.11 0.47 Final Sat.: 1650 2503 797 1650 1920 1380 2459 595 1650 513 410 727 Final Sat.: 1650 3076 224 1650 2761 539 2836 180 1650 690 176 784 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.23 0.23 0.04 0.34 0.34 0.02 0.02 0.00 0.23 0.23 0.23 Vol/Sat: 0.01 0.25 0.25 0.06 0.23 0.23 0.16 0.15 0.06 0.08 0.08 0.08 Crit Volume: 150 556 35 384 Crit Volume: 412 92 246 131 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline Wed Apr 10, 2013 11:47:09 Page 19-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:29 Page 19-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.651 Cycle (sec): 100 Critical Vol./Cap.(X): 0.374 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 65 Level Of Service: B Optimal Cycle: 36 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:00 - 5:00 pm Base Vol: 648 758 0 0 472 178 26 0 5 0 0 0 Base Vol: 34 671 0 0 766 45 147 0 125 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 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: 648 758 0 0 472 178 26 0 5 0 0 0 Initial Bse: 34 671 0 0 766 45 147 0 125 0 0 0 Added Vol: 0 14 0 0 14 0 0 0 0 0 0 0 Added Vol: 0 23 0 0 19 0 0 0 0 0 0 0 PasserByVol: 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: 648 772 0 0 486 178 26 0 5 0 0 0 Initial Fut: 34 694 0 0 785 45 147 0 125 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 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: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 728 867 0 0 546 200 29 0 6 0 0 0 PHF Volume: 37 746 0 0 844 48 158 0 134 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 728 867 0 0 546 200 29 0 6 0 0 0 Reduced Vol: 37 746 0 0 844 48 158 0 134 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 728 867 0 0 546 200 29 0 6 0 0 0 RTOR Vol: 37 746 0 0 844 48 158 0 134 0 0 0 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 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 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: 728 867 0 0 546 200 29 0 6 0 0 0 FinalVolume: 37 746 0 0 844 48 158 0 134 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.46 0.54 1.68 0.00 0.32 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.89 0.11 1.08 0.00 0.92 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2518 922 2623 0 555 0 0 0 Final Sat.: 1720 3440 0 0 3253 187 1690 0 1581 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.42 0.25 0.00 0.00 0.22 0.22 0.01 0.00 0.01 0.00 0.00 0.00 Vol/Sat: 0.02 0.22 0.00 0.00 0.26 0.26 0.09 0.00 0.09 0.00 0.00 0.00 Crit Volume: 728 373 17 0 Crit Volume: 37 446 146 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline Wed Apr 10, 2013 11:47:09 Page 20-1 PM Near-Term Baseline Wed Apr 10, 2013 11:47:29 Page 20-1 ------AM Peak Hour - Near-Term Baseline Conditions PM Peak Hour - Near-Term Baseline Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.639 Cycle (sec): 100 Critical Vol./Cap.(X): 0.376 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 63 Level Of Service: B Optimal Cycle: 37 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:15 - 8:15 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 1383 186 21 418 0 0 0 0 360 0 65 Base Vol: 0 458 232 100 667 0 0 0 0 298 0 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 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: 0 1383 186 21 418 0 0 0 0 360 0 65 Initial Bse: 0 458 232 100 667 0 0 0 0 298 0 87 Added Vol: 0 14 0 0 14 0 0 0 0 0 0 0 Added Vol: 0 23 0 0 19 0 0 0 0 0 0 0 PasserByVol: 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: 0 1397 186 21 432 0 0 0 0 360 0 65 Initial Fut: 0 481 232 100 686 0 0 0 0 298 0 87 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 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: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1518 202 23 470 0 0 0 0 391 0 71 PHF Volume: 0 501 242 104 715 0 0 0 0 310 0 91 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1518 202 23 470 0 0 0 0 391 0 71 Reduced Vol: 0 501 242 104 715 0 0 0 0 310 0 91 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 23 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 91 RTOR Vol: 0 1518 202 23 470 0 0 0 0 391 0 48 RTOR Vol: 0 501 242 104 715 0 0 0 0 310 0 0 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 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 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: 0 1518 202 23 470 0 0 0 0 391 0 48 FinalVolume: 0 501 242 104 715 0 0 0 0 310 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.77 0.23 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.35 0.65 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3036 404 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2321 1119 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.50 0.50 0.01 0.14 0.00 0.00 0.00 0.00 0.13 0.00 0.03 Vol/Sat: 0.00 0.22 0.22 0.06 0.21 0.00 0.00 0.00 0.00 0.10 0.00 0.00 Crit Volume: 860 23 0 196 Crit Volume: 371 104 0 155 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:08 Page 2-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:27 Page 2-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am project Forecast for pm project

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

1 Pleasant Cre 10.00 Apartment 0.00 0.00 0 0 0 0.0 1 Pleasant Cre 10.00 Apartment 0.00 0.00 0 0 0 0.0 2 Villagewalk -2.00 SFR 0.00 0.00 0 0 0 0.0 201 Existing Lan -230.00 Existing Lande 0.11 0.52 -25 -120 -145 -9.5 201 Existing Lan -230.00 Existing Lande 0.52 0.07 -120 -16 -136 -23.4 Zone 201 Subtotal ...... -25 -120 -145 -9.5 Zone 201 Subtotal ...... -120 -16 -136 -23.4 202 Project (non 55.00 Grocery 4.64 4.46 255 245 500 32.7 202 Project (non 55.00 Grocery 2.11 1.29 116 71 187 32.2 202 Project (non 125.00 Shopping Cente 2.67 2.90 334 363 697 45.6 202 Project (non 125.00 Shopping Cente 0.89 0.54 111 68 179 30.8 202 Project (non 45.00 Health Club 1.97 1.48 89 67 156 10.2 202 Project (non 45.00 Health Club 0.71 0.70 32 31 63 10.8 202 Project (non -1.00 Internal Captu 4.00 4.00 -4 -4 -8 -0.5 202 Project (non -1.00 Internal Captu 1.00 2.00 -1 -2 -3 -0.5 202 Project (non -1.00 Pass-by Reduct 176.00 181.00 -176 -181 -357 -23.4 202 Project (non -1.00 Pass-by Reduct 34.00 20.00 -34 -20 -54 -9.3 Zone 202 Subtotal ...... 498 490 988 64.7 Zone 202 Subtotal ...... 224 148 372 64.0 203 Project (res 200.00 Senior Housing 0.13 0.12 26 24 50 3.3 203 Project (res 200.00 Senior Housing 0.07 0.13 14 26 40 6.9 203 Project (res -1.00 Internal Captu 4.00 3.00 -4 -3 -7 -0.5 203 Project (res -1.00 Internal Captu 1.00 2.00 -1 -2 -3 -0.5 Zone 203 Subtotal ...... 22 21 43 2.8 Zone 203 Subtotal ...... 13 24 37 6.4

------TOTAL ...... 495 391 886 58.0 TOTAL ...... 117 156 273 47.0

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:08 Page 3-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:27 Page 3-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am near-term Forecast for pm near-term

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

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1 Pleasant Cre 10.00 Apartment 0.10 0.41 1 4 5 0.9 1 Pleasant Cre 10.00 Apartment 0.40 0.22 4 2 6 0.4 Zone 1 Subtotal ...... 1 4 5 0.9 Zone 1 Subtotal ...... 4 2 6 0.4

2 Villagewalk -2.00 SFR 0.19 0.56 0 -1 -1 -0.2 2 Villagewalk -2.00 SFR 0.64 0.37 -1 -1 -2 -0.1 2 Villagewalk 12.00 Condo/Townhome 0.07 0.37 1 4 5 0.9 2 Villagewalk 12.00 Condo/Townhome 0.35 0.17 4 2 6 0.4 Zone 2 Subtotal ...... 1 3 4 0.7 Zone 2 Subtotal ...... 3 1 4 0.3

3 Cole Terrace -1.00 SFR 0.19 0.56 0 -1 -1 -0.2 3 Cole Terrace -1.00 SFR 0.64 0.37 -1 0 -1 -0.1 3 Cole Terrace 12.00 Condo/Townhome 0.07 0.37 1 4 5 0.9 3 Cole Terrace 12.00 Condo/Townhome 0.35 0.17 4 2 6 0.4 Zone 3 Subtotal ...... 1 3 4 0.7 Zone 3 Subtotal ...... 3 2 5 0.3

4 Geary/Hall R -2.00 SFR 0.19 0.56 0 -1 -1 -0.2 4 Geary/Hall R -2.00 SFR 0.64 0.37 -1 -1 -2 -0.1 4 Geary/Hall R 13.00 Condo/Townhome 0.07 0.37 1 5 6 1.0 4 Geary/Hall R 13.00 Condo/Townhome 0.35 0.17 5 2 7 0.5 Zone 4 Subtotal ...... 1 4 5 0.9 Zone 4 Subtotal ...... 4 1 5 0.3

5 The Village -1.00 General Office 79.00 11.00 -79 -11 -90 -15.5 5 The Village -1.00 General Office 15.00 72.00 -15 -72 -87 -5.7 5 The Village -1.00 Convenience Mk 148.00 147.00 -148 -147 -295 -50.8 5 The Village -1.00 Specialty Reta 3.00 3.00 -3 -3 -6 -0.4 5 The Village 1.00 Shopping Cente 15.00 9.00 15 9 24 4.1 5 The Village -1.00 Convenience Mk 118.00 113.00 -118 -113 -231 -15.1 Zone 5 Subtotal ...... -212 -149 -361 -62.1 5 The Village 1.00 Shopping Cente 53.00 56.00 53 56 109 7.1 Zone 5 Subtotal ...... -83 -132 -215 -14.1 6 North Main A 126.00 Apartment 0.10 0.42 13 53 66 11.4 Zone 6 Subtotal ...... 13 53 66 11.4 6 North Main A 126.00 Apartment 0.45 0.24 57 30 87 5.7 Zone 6 Subtotal ...... 57 30 87 5.7 7 BRIO (former 1.00 Apartment/trip 27.00 109.00 27 109 136 23.4 Zone 7 Subtotal ...... 27 109 136 23.4 7 BRIO (former 1.00 Apartment/trip 107.00 58.00 107 58 165 10.8 Zone 7 Subtotal ...... 107 58 165 10.8 8 KLA Schools 226.00 Day Care Cente 0.40 0.35 90 79 169 29.1 Zone 8 Subtotal ...... 90 79 169 29.1 8 KLA Schools 226.00 Day Care Cente 0.48 0.54 108 122 230 15.1 Zone 8 Subtotal ...... 108 122 230 15.1 9 The Arroyo A 1.00 Apartment 11.00 44.00 11 44 55 9.5 Zone 9 Subtotal ...... 11 44 55 9.5 9 The Arroyo A 1.00 Apartment 43.00 23.00 43 23 66 4.3 Zone 9 Subtotal ...... 43 23 66 4.3 10 1500 N Calif 1.00 Apartment/Shop 17.00 59.00 17 59 76 13.1 Zone 10 Subtotal ...... 17 59 76 13.1 10 1500 N Calif 1.00 Apartment/Shop 71.00 42.00 71 42 113 7.4 Zone 10 Subtotal ...... 71 42 113 7.4 11 Progressive 1.00 Site-Specific 43.00 14.00 43 14 57 9.8 Zone 11 Subtotal ...... 43 14 57 9.8 11 Progressive 1.00 Site-Specific 6.00 36.00 6 36 42 2.8 Zone 11 Subtotal ...... 6 36 42 2.8 12 Encina Grand 6.35 Shopping Cente 0.60 0.36 4 2 6 1.0 Zone 12 Subtotal ...... 4 2 6 1.0 12 Encina Grand 6.35 Shopping Cente 1.78 1.99 11 13 24 1.6 Zone 12 Subtotal ...... 11 13 24 1.6 13 Kid Time Day 80.00 Day Care Cente 0.42 0.37 34 30 64 11.0 Zone 13 Subtotal ...... 34 30 64 11.0 13 Kid Time Day 80.00 Day Care Cente 0.49 0.56 39 45 84 5.5

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:08 Page 3-2 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:27 Page 3-2 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

Zone 13 Subtotal ...... 39 45 84 5.5 105 The Village 1.00 Condo/Townhome 4.00 18.00 4 18 22 3.8 Zone 105 Subtotal ...... 4 18 22 3.8 105 The Village 1.00 Condo/Townhome 17.00 8.00 17 8 25 1.6 Zone 105 Subtotal ...... 17 8 25 1.6 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 ------TOTAL ...... 35 273 308 53.0 ------TOTAL ...... 390 251 641 42.0

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:09 Page 17-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:28 Page 17-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.520 Cycle (sec): 100 Critical Vol./Cap.(X): 0.452 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 59 Level Of Service: A Optimal Cycle: 52 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:45 - 5:45 pm Base Vol: 71 776 16 9 900 446 345 0 28 45 14 34 Base Vol: 10 1123 15 15 770 62 123 2 17 17 2 23 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 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: 71 776 16 9 900 446 345 0 28 45 14 34 Initial Bse: 10 1123 15 15 770 62 123 2 17 17 2 23 Added Vol: 0 63 0 0 51 0 0 0 0 0 0 0 Added Vol: 0 147 0 0 177 0 0 0 0 0 0 0 PasserByVol: 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: 71 839 16 9 951 446 345 0 28 45 14 34 Initial Fut: 10 1270 15 15 947 62 123 2 17 17 2 23 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 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: 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 PHF Adj: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Volume: 82 964 18 10 1093 513 397 0 32 52 16 39 PHF Volume: 11 1337 16 16 997 65 129 2 18 18 2 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 964 18 10 1093 513 397 0 32 52 16 39 Reduced Vol: 11 1337 16 16 997 65 129 2 18 18 2 24 RTOR Reduct: 0 0 0 0 0 218 0 0 32 0 0 10 RTOR Reduct: 0 0 0 0 0 65 0 0 11 0 0 16 RTOR Vol: 82 964 18 10 1093 295 397 0 0 52 16 29 RTOR Vol: 11 1337 16 16 997 0 129 2 7 18 2 8 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 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 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: 82 964 18 10 1093 295 397 0 0 52 16 29 FinalVolume: 11 1337 16 16 997 0 129 2 7 18 2 8 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 2.00 0.00 1.00 0.76 0.24 1.00 Lanes: 1.00 1.98 0.02 1.00 2.00 1.00 1.97 0.03 1.00 0.89 0.11 1.00 Final Sat.: 1720 3376 64 1720 3440 1720 3127 0 1720 1312 408 1720 Final Sat.: 1720 3400 40 1720 3440 1720 3077 55 1720 1539 181 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.29 0.29 0.01 0.32 0.17 0.13 0.00 0.00 0.04 0.04 0.02 Vol/Sat: 0.01 0.39 0.39 0.01 0.29 0.00 0.04 0.04 0.00 0.01 0.01 0.00 Crit Volume: 82 547 198 68 Crit Volume: 676 16 66 20 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:09 Page 18-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:28 Page 18-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.315 Cycle (sec): 100 Critical Vol./Cap.(X): 0.383 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 28 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 676 0 0 1028 0 0 0 0 0 0 0 Base Vol: 0 1191 0 0 783 0 0 0 0 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 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: 0 676 0 0 1028 0 0 0 0 0 0 0 Initial Bse: 0 1191 0 0 783 0 0 0 0 0 0 0 Added Vol: 0 63 0 0 51 0 0 0 0 0 0 0 Added Vol: 0 147 0 0 177 0 0 0 0 0 0 0 PasserByVol: 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: 0 739 0 0 1079 0 0 0 0 0 0 0 Initial Fut: 0 1338 0 0 960 0 0 0 0 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 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: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 PHF Adj: 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 PHF Volume: 0 778 0 0 1136 0 0 0 0 0 0 0 PHF Volume: 0 1379 0 0 990 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 778 0 0 1136 0 0 0 0 0 0 0 Reduced Vol: 0 1379 0 0 990 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 778 0 0 1136 0 0 0 0 0 0 0 RTOR Vol: 0 1379 0 0 990 0 0 0 0 0 0 0 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 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 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: 0 778 0 0 1136 0 0 0 0 0 0 0 FinalVolume: 0 1379 0 0 990 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.00 0.00 0.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.38 0.00 0.00 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 568 0 0 Crit Volume: 690 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:09 Page 19-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:28 Page 19-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Cycle (sec): 100 Critical Vol./Cap.(X): 0.608 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 95 Level Of Service: B Optimal Cycle: 73 Level Of Service: B ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:30 - 5:30 pm Base Vol: 132 482 158 56 555 409 50 11 14 105 84 149 Base Vol: 17 692 52 86 575 116 433 25 105 51 13 58 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 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: 132 482 158 56 555 409 50 11 14 105 84 149 Initial Bse: 17 692 52 86 575 116 433 25 105 51 13 58 Added Vol: 0 63 6 0 51 0 0 0 0 5 0 0 Added Vol: 0 147 16 0 177 0 0 0 0 20 0 0 PasserByVol: 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: 132 545 164 56 606 409 50 11 14 110 84 149 Initial Fut: 17 839 68 86 752 116 433 25 105 71 13 58 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 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: 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 150 619 186 64 689 465 57 13 16 125 95 169 PHF Volume: 18 902 73 92 809 125 466 27 113 76 14 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 619 186 64 689 465 57 13 16 125 95 169 Reduced Vol: 18 902 73 92 809 125 466 27 113 76 14 62 RTOR Reduct: 0 0 0 0 0 0 0 0 16 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 18 0 0 0 RTOR Vol: 150 619 186 64 689 465 57 13 0 125 95 169 RTOR Vol: 18 902 73 92 809 125 466 27 95 76 14 62 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 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 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: 150 619 186 64 689 465 57 13 0 125 95 169 FinalVolume: 18 902 73 92 809 125 466 27 95 76 14 62 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.54 0.46 1.00 1.19 0.81 1.64 0.36 1.00 0.32 0.24 0.44 Lanes: 1.00 1.85 0.15 1.00 1.73 0.27 1.89 0.11 1.00 0.50 0.09 0.41 Final Sat.: 1650 2537 763 1650 1970 1330 2459 595 1650 529 404 717 Final Sat.: 1650 3053 247 1650 2859 441 2836 180 1650 825 151 674 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.24 0.24 0.04 0.35 0.35 0.02 0.02 0.00 0.24 0.24 0.24 Vol/Sat: 0.01 0.30 0.30 0.06 0.28 0.28 0.16 0.15 0.06 0.09 0.09 0.09 Crit Volume: 150 577 35 390 Crit Volume: 488 92 246 153 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:10 Page 20-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:28 Page 20-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.688 Cycle (sec): 100 Critical Vol./Cap.(X): 0.529 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 73 Level Of Service: B Optimal Cycle: 48 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 29 Jan 2013 << 7:30 - 8:30 am Volume Module: >> Count Date: 29 Jan 2013 << 4:00 - 5:00 pm Base Vol: 648 758 0 0 472 178 26 0 5 0 0 0 Base Vol: 34 671 0 0 766 45 147 0 125 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 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: 648 758 0 0 472 178 26 0 5 0 0 0 Initial Bse: 34 671 0 0 766 45 147 0 125 0 0 0 Added Vol: -9 14 0 0 75 -19 56 0 16 0 0 0 Added Vol: 16 23 0 0 153 43 140 0 33 0 0 0 Passby: 0 0 0 0 -3 3 7 0 2 0 0 0 Passby: 2 -2 0 0 -16 16 65 0 18 0 0 0 Initial Fut: 639 772 0 0 544 162 89 0 23 0 0 0 Initial Fut: 52 692 0 0 903 104 352 0 176 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 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: 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 PHF Adj: 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 PHF Volume: 718 867 0 0 611 182 100 0 26 0 0 0 PHF Volume: 56 744 0 0 971 112 378 0 189 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 718 867 0 0 611 182 100 0 26 0 0 0 Reduced Vol: 56 744 0 0 971 112 378 0 189 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 718 867 0 0 611 182 100 0 26 0 0 0 RTOR Vol: 56 744 0 0 971 112 378 0 189 0 0 0 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 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 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: 718 867 0 0 611 182 100 0 26 0 0 0 FinalVolume: 56 744 0 0 971 112 378 0 189 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.54 0.46 1.58 0.01 0.41 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.79 0.21 1.33 0.01 0.66 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2651 789 2485 0 706 0 0 0 Final Sat.: 1720 3440 0 0 3085 355 2085 0 1147 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.42 0.25 0.00 0.00 0.23 0.23 0.04 0.00 0.04 0.00 0.00 0.00 Vol/Sat: 0.03 0.22 0.00 0.00 0.31 0.31 0.18 0.00 0.17 0.00 0.00 0.00 Crit Volume: 718 397 63 0 Crit Volume: 56 541 284 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Near-Term Baseline plus Wed Apr 10, 2013 11:48:10 Page 21-1 PM Near-Term Baseline plus Wed Apr 10, 2013 11:48:28 Page 21-1 ------AM Peak Hour - Near-Term Baseline plus Project Conditions PM Peak Hour - Near-Term Baseline plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.644 Cycle (sec): 100 Critical Vol./Cap.(X): 0.397 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 64 Level Of Service: B Optimal Cycle: 38 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: >> Count Date: 30 Jan 2013 << 7:15 - 8:15 am Volume Module: >> Count Date: 30 Jan 2013 << 4:30 - 5:30 pm Base Vol: 0 1383 186 21 418 0 0 0 0 360 0 65 Base Vol: 0 458 232 100 667 0 0 0 0 298 0 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 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: 0 1383 186 21 418 0 0 0 0 360 0 65 Initial Bse: 0 458 232 100 667 0 0 0 0 298 0 87 Added Vol: 0 7 0 8 83 0 0 0 0 8 0 -3 Added Vol: 0 33 0 20 167 0 0 0 0 19 0 6 PasserByVol: 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: 0 1390 186 29 501 0 0 0 0 368 0 62 Initial Fut: 0 491 232 120 834 0 0 0 0 317 0 93 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 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: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Adj: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHF Volume: 0 1511 202 32 545 0 0 0 0 400 0 67 PHF Volume: 0 511 242 125 869 0 0 0 0 330 0 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1511 202 32 545 0 0 0 0 400 0 67 Reduced Vol: 0 511 242 125 869 0 0 0 0 330 0 97 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 32 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 97 RTOR Vol: 0 1511 202 32 545 0 0 0 0 400 0 36 RTOR Vol: 0 511 242 125 869 0 0 0 0 330 0 0 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 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 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: 0 1511 202 32 545 0 0 0 0 400 0 36 FinalVolume: 0 511 242 125 869 0 0 0 0 330 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.76 0.24 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.36 0.64 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3034 406 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2336 1104 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.50 0.50 0.02 0.16 0.00 0.00 0.00 0.00 0.13 0.00 0.02 Vol/Sat: 0.00 0.22 0.22 0.07 0.25 0.00 0.00 0.00 0.00 0.11 0.00 0.00 Crit Volume: 857 32 0 200 Crit Volume: 377 125 0 165 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative Wed Apr 10, 2013 11:44:13 Page 2-1 PM Cumulative Wed Apr 10, 2013 11:44:34 Page 2-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am cumulative Forecast for pm cumulative

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 302 E'lan (forme 1.00 E'Lan 4.00 15.00 4 15 19 6.8 302 E'lan (forme 1.00 E'Lan 15.00 9.00 15 9 24 5.5 Zone 302 Subtotal ...... 4 15 19 6.8 Zone 302 Subtotal ...... 15 9 24 5.5

303 Bonanza Heri 1.00 Bonanza 1.00 4.00 1 4 5 1.8 303 Bonanza Heri 1.00 Bonanza 4.00 2.00 4 2 6 1.4 Zone 303 Subtotal ...... 1 4 5 1.8 Zone 303 Subtotal ...... 4 2 6 1.4

304 Third Avenue 1.00 Third Ave Apt 3.00 11.00 3 11 14 5.0 304 Third Avenue 1.00 Third Ave Apt 11.00 7.00 11 7 18 4.1 Zone 304 Subtotal ...... 3 11 14 5.0 Zone 304 Subtotal ...... 11 7 18 4.1

305 Walnut Creek 1.00 BART 73.00 165.00 73 165 238 84.7 305 Walnut Creek 1.00 BART 216.00 167.00 216 167 383 87.8 Zone 305 Subtotal ...... 73 165 238 84.7 Zone 305 Subtotal ...... 216 167 383 87.8

306 Almond/Oakla 1.00 Almond/Oakland 1.00 4.00 1 4 5 1.8 306 Almond/Oakla 1.00 Almond/Oakland 4.00 1.00 4 1 5 1.1 Zone 306 Subtotal ...... 1 4 5 1.8 Zone 306 Subtotal ...... 4 1 5 1.1

------TOTAL ...... 82 199 281 100.0 TOTAL ...... 250 186 436 100.0

AM Cumulative Wed Apr 10, 2013 11:44:15 Page 16-1 PM Cumulative Wed Apr 10, 2013 11:44:35 Page 16-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.471 Cycle (sec): 100 Critical Vol./Cap.(X): 0.438 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: A Optimal Cycle: 50 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 80 850 25 15 950 500 360 0 40 55 20 40 Base Vol: 20 1225 25 25 780 75 150 5 25 25 5 35 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 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: 80 850 25 15 950 500 360 0 40 55 20 40 Initial Bse: 20 1225 25 25 780 75 150 5 25 25 5 35 Added Vol: 0 0 0 0 0 0 0 0 0 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 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 80 850 25 15 950 500 360 0 40 55 20 40 Initial Fut: 20 1225 25 25 780 75 150 5 25 25 5 35 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 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 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: 80 850 25 15 950 500 360 0 40 55 20 40 PHF Volume: 20 1225 25 25 780 75 150 5 25 25 5 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 80 850 25 15 950 500 360 0 40 55 20 40 Reduced Vol: 20 1225 25 25 780 75 150 5 25 25 5 35 RTOR Reduct: 0 0 0 0 0 198 0 0 40 0 0 15 RTOR Reduct: 0 0 0 0 0 75 0 0 20 0 0 25 RTOR Vol: 80 850 25 15 950 302 360 0 0 55 20 25 RTOR Vol: 20 1225 25 25 780 0 150 5 5 25 5 10 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 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 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: 80 850 25 15 950 302 360 0 0 55 20 25 FinalVolume: 20 1225 25 25 780 0 150 5 5 25 5 10 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 2.00 1.00 2.00 0.00 1.00 0.73 0.27 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 1.94 0.06 1.00 0.83 0.17 1.00 Final Sat.: 1720 3342 98 1720 3440 1720 3127 0 1720 1261 459 1720 Final Sat.: 1720 3371 69 1720 3440 1720 3026 111 1720 1433 287 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.25 0.25 0.01 0.28 0.18 0.12 0.00 0.00 0.04 0.04 0.01 Vol/Sat: 0.01 0.36 0.36 0.01 0.23 0.00 0.05 0.05 0.00 0.02 0.02 0.01 Crit Volume: 80 475 180 75 Crit Volume: 625 25 78 25 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative Wed Apr 10, 2013 11:44:15 Page 17-1 PM Cumulative Wed Apr 10, 2013 11:44:35 Page 17-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.306 Cycle (sec): 100 Critical Vol./Cap.(X): 0.368 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 27 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 0 775 0 0 1100 0 0 0 0 0 0 0 Base Vol: 0 1325 0 0 820 0 0 0 0 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 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: 0 775 0 0 1100 0 0 0 0 0 0 0 Initial Bse: 0 1325 0 0 820 0 0 0 0 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 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 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 775 0 0 1100 0 0 0 0 0 0 0 Initial Fut: 0 1325 0 0 820 0 0 0 0 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 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 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: 0 775 0 0 1100 0 0 0 0 0 0 0 PHF Volume: 0 1325 0 0 820 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 775 0 0 1100 0 0 0 0 0 0 0 Reduced Vol: 0 1325 0 0 820 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 775 0 0 1100 0 0 0 0 0 0 0 RTOR Vol: 0 1325 0 0 820 0 0 0 0 0 0 0 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 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 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: 0 775 0 0 1100 0 0 0 0 0 0 0 FinalVolume: 0 1325 0 0 820 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.22 0.00 0.00 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.37 0.00 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 550 0 0 Crit Volume: 663 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Cumulative Wed Apr 10, 2013 11:44:15 Page 18-1 PM Cumulative Wed Apr 10, 2013 11:44:35 Page 18-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.675 Cycle (sec): 100 Critical Vol./Cap.(X): 0.610 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 87 Level Of Service: B Optimal Cycle: 73 Level Of Service: B ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 150 575 175 80 600 470 60 20 20 125 100 160 Base Vol: 25 800 70 100 600 125 500 40 160 75 25 75 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 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: 150 575 175 80 600 470 60 20 20 125 100 160 Initial Bse: 25 800 70 100 600 125 500 40 160 75 25 75 Added Vol: 0 0 0 0 0 0 0 0 0 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 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 150 575 175 80 600 470 60 20 20 125 100 160 Initial Fut: 25 800 70 100 600 125 500 40 160 75 25 75 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 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 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: 150 575 175 80 600 470 60 20 20 125 100 160 PHF Volume: 25 800 70 100 600 125 500 40 160 75 25 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 575 175 80 600 470 60 20 20 125 100 160 Reduced Vol: 25 800 70 100 600 125 500 40 160 75 25 75 RTOR Reduct: 0 0 0 0 0 0 0 0 20 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 25 0 0 0 RTOR Vol: 150 575 175 80 600 470 60 20 0 125 100 160 RTOR Vol: 25 800 70 100 600 125 500 40 135 75 25 75 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 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 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: 150 575 175 80 600 470 60 20 0 125 100 160 FinalVolume: 25 800 70 100 600 125 500 40 135 75 25 75 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.53 0.47 1.00 1.12 0.88 1.50 0.50 1.00 0.32 0.26 0.42 Lanes: 1.00 1.84 0.16 1.00 1.66 0.34 1.85 0.15 1.00 0.43 0.14 0.43 Final Sat.: 1650 2530 770 1650 1850 1450 2250 825 1650 536 429 686 Final Sat.: 1650 3034 266 1650 2731 569 2778 244 1650 707 236 707 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.23 0.23 0.05 0.32 0.32 0.03 0.02 0.00 0.23 0.23 0.23 Vol/Sat: 0.02 0.26 0.26 0.06 0.22 0.22 0.18 0.16 0.08 0.11 0.11 0.11 Crit Volume: 150 535 40 385 Crit Volume: 435 100 270 175 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative Wed Apr 10, 2013 11:44:15 Page 19-1 PM Cumulative Wed Apr 10, 2013 11:44:35 Page 19-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.700 Cycle (sec): 100 Critical Vol./Cap.(X): 0.385 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 76 Level Of Service: B Optimal Cycle: 37 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 805 904 0 0 531 228 29 0 5 0 0 0 Base Vol: 43 778 0 0 800 49 194 0 161 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 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: 805 904 0 0 531 228 29 0 5 0 0 0 Initial Bse: 43 778 0 0 800 49 194 0 161 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 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 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 805 904 0 0 531 228 29 0 5 0 0 0 Initial Fut: 43 778 0 0 800 49 194 0 161 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 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 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: 805 904 0 0 531 228 29 0 5 0 0 0 PHF Volume: 43 778 0 0 800 49 194 0 161 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 805 904 0 0 531 228 29 0 5 0 0 0 Reduced Vol: 43 778 0 0 800 49 194 0 161 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 805 904 0 0 531 228 29 0 5 0 0 0 RTOR Vol: 43 778 0 0 800 49 194 0 161 0 0 0 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 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 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: 805 904 0 0 531 228 29 0 5 0 0 0 FinalVolume: 43 778 0 0 800 49 194 0 161 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.40 0.60 1.71 0.00 0.29 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.88 0.12 1.09 0.00 0.91 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2407 1033 2667 0 506 0 0 0 Final Sat.: 1720 3440 0 0 3241 199 1709 0 1560 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.47 0.26 0.00 0.00 0.22 0.22 0.01 0.00 0.01 0.00 0.00 0.00 Vol/Sat: 0.03 0.23 0.00 0.00 0.25 0.25 0.11 0.00 0.10 0.00 0.00 0.00 Crit Volume: 805 380 17 0 Crit Volume: 43 425 177 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative Wed Apr 10, 2013 11:44:15 Page 20-1 PM Cumulative Wed Apr 10, 2013 11:44:35 Page 20-1 ------AM Peak Hour - Cumulative Conditions PM Peak Hour - Cumulative Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.681 Cycle (sec): 100 Critical Vol./Cap.(X): 0.445 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 71 Level Of Service: B Optimal Cycle: 41 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 0 1676 186 20 500 0 0 0 0 400 0 75 Base Vol: 0 610 240 175 750 0 0 0 0 300 0 120 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 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: 0 1676 186 20 500 0 0 0 0 400 0 75 Initial Bse: 0 610 240 175 750 0 0 0 0 300 0 120 Added Vol: 0 0 0 0 0 0 0 0 0 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 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1676 186 20 500 0 0 0 0 400 0 75 Initial Fut: 0 610 240 175 750 0 0 0 0 300 0 120 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 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 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: 0 1676 186 20 500 0 0 0 0 400 0 75 PHF Volume: 0 610 240 175 750 0 0 0 0 300 0 120 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1676 186 20 500 0 0 0 0 400 0 75 Reduced Vol: 0 610 240 175 750 0 0 0 0 300 0 120 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 20 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 120 RTOR Vol: 0 1676 186 20 500 0 0 0 0 400 0 55 RTOR Vol: 0 610 240 175 750 0 0 0 0 300 0 0 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 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 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: 0 1676 186 20 500 0 0 0 0 400 0 55 FinalVolume: 0 610 240 175 750 0 0 0 0 300 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.80 0.20 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.44 0.56 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3096 344 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2469 971 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.54 0.54 0.01 0.15 0.00 0.00 0.00 0.00 0.13 0.00 0.03 Vol/Sat: 0.00 0.25 0.25 0.10 0.22 0.00 0.00 0.00 0.00 0.10 0.00 0.00 Crit Volume: 931 20 0 200 Crit Volume: 425 175 0 150 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:08 Page 2-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:22 Page 2-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am cumulative Forecast for pm cumulative

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 201 Existing Lan -126.00 Existing Lande 0.00 0.00 0 0 0 0.0 302 E'lan (forme 1.00 E'Lan 4.00 15.00 4 15 19 4.1 302 E'lan (forme 1.00 E'Lan 15.00 9.00 15 9 24 1.9 Zone 302 Subtotal ...... 4 15 19 4.1 Zone 302 Subtotal ...... 15 9 24 1.9

303 Bonanza Heri 1.00 Bonanza 1.00 4.00 1 4 5 1.1 303 Bonanza Heri 1.00 Bonanza 4.00 2.00 4 2 6 0.5 Zone 303 Subtotal ...... 1 4 5 1.1 Zone 303 Subtotal ...... 4 2 6 0.5

304 Third Avenue 1.00 Third Ave Apt 3.00 11.00 3 11 14 3.1 304 Third Avenue 1.00 Third Ave Apt 11.00 7.00 11 7 18 1.4 Zone 304 Subtotal ...... 3 11 14 3.1 Zone 304 Subtotal ...... 11 7 18 1.4

305 Walnut Creek 1.00 BART 73.00 165.00 73 165 238 51.9 305 Walnut Creek 1.00 BART 216.00 167.00 216 167 383 30.7 Zone 305 Subtotal ...... 73 165 238 51.9 Zone 305 Subtotal ...... 216 167 383 30.7

306 Almond/Oakla 1.00 Almond/Oakland 1.00 4.00 1 4 5 1.1 306 Almond/Oakla 1.00 Almond/Oakland 4.00 1.00 4 1 5 0.4 Zone 306 Subtotal ...... 1 4 5 1.1 Zone 306 Subtotal ...... 4 1 5 0.4

------TOTAL ...... 82 199 281 61.2 TOTAL ...... 250 186 436 34.9

AM Cumulative plus Project Wed Apr 10, 2013 11:45:08 Page 3-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:22 Page 3-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Trip Generation Report Trip Generation Report

Forecast for am cumulative plus project Forecast for pm cumulative plus project

Zone Rate Rate Trips Trips Total % Of Zone Rate Rate Trips Trips Total % Of # Subzone Amount Units In Out In Out Trips Total # Subzone Amount Units In Out In Out Trips Total

------

201 Existing Lan -126.00 Existing Lande 1.61 0.22 -203 -28 -231 -50.3 201 Existing Lan -126.00 Existing Lande 0.30 1.44 -38 -181 -219 -17.5 Zone 201 Subtotal ...... -203 -28 -231 -50.3 Zone 201 Subtotal ...... -38 -181 -219 -17.5

202 Project (non 55.00 Grocery 2.11 1.29 116 71 187 40.7 202 Project (non 55.00 Grocery 4.64 4.46 255 245 500 40.1 202 Project (non 125.00 Shopping Cente 0.89 0.54 111 68 179 39.0 202 Project (non 125.00 Shopping Cente 2.67 2.90 334 363 697 55.8 202 Project (non 45.00 Health Club 0.71 0.70 32 31 63 13.7 202 Project (non 45.00 Health Club 1.97 1.48 89 67 156 12.5 202 Project (non -1.00 Internal Captu 1.00 2.00 -1 -2 -3 -0.7 202 Project (non -1.00 Internal Captu 4.00 4.00 -4 -4 -8 -0.6 202 Project (non -1.00 Pass-by Reduct 34.00 20.00 -34 -20 -54 -11.8 202 Project (non -1.00 Pass-by Reduct 176.00 181.00 -176 -181 -357 -28.6 Zone 202 Subtotal ...... 224 148 372 81.0 Zone 202 Subtotal ...... 498 490 988 79.2

203 Project (res 200.00 Senior Housing 0.07 0.13 14 26 40 8.7 203 Project (res 200.00 Senior Housing 0.13 0.12 26 24 50 4.0 203 Project (res -1.00 Internal Captu 1.00 2.00 -1 -2 -3 -0.7 203 Project (res -1.00 Internal Captu 4.00 3.00 -4 -3 -7 -0.6 Zone 203 Subtotal ...... 13 24 37 8.1 Zone 203 Subtotal ...... 22 21 43 3.4

------TOTAL ...... 34 144 178 38.8 TOTAL ...... 482 330 812 65.1

AM Cumulative plus Project Wed Apr 10, 2013 11:45:09 Page 17-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:24 Page 17-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #12 Oak Grove Road/Ygnacio Valley High School Intersection #12 Oak Grove Road/Ygnacio Valley High School ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.474 Cycle (sec): 100 Critical Vol./Cap.(X): 0.468 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 54 Level Of Service: A Optimal Cycle: 53 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley High School Street Name: Oak Grove Road Ygnacio Valley High School Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Permitted Permitted Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 Lanes: 1 0 1 1 0 1 0 2 0 1 1 1 0 0 1 0 1 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 80 850 25 15 950 500 360 0 40 55 20 40 Base Vol: 20 1225 25 25 780 75 150 5 25 25 5 35 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 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: 80 850 25 15 950 500 360 0 40 55 20 40 Initial Bse: 20 1225 25 25 780 75 150 5 25 25 5 35 Added Vol: 0 45 0 0 10 0 0 0 0 0 0 0 Added Vol: 0 104 0 0 154 0 0 0 0 0 0 0 PasserByVol: 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: 80 895 25 15 960 500 360 0 40 55 20 40 Initial Fut: 20 1329 25 25 934 75 150 5 25 25 5 35 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 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 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: 80 895 25 15 960 500 360 0 40 55 20 40 PHF Volume: 20 1329 25 25 934 75 150 5 25 25 5 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 80 895 25 15 960 500 360 0 40 55 20 40 Reduced Vol: 20 1329 25 25 934 75 150 5 25 25 5 35 RTOR Reduct: 0 0 0 0 0 198 0 0 40 0 0 15 RTOR Reduct: 0 0 0 0 0 75 0 0 20 0 0 25 RTOR Vol: 80 895 25 15 960 302 360 0 0 55 20 25 RTOR Vol: 20 1329 25 25 934 0 150 5 5 25 5 10 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 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 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: 80 895 25 15 960 302 360 0 0 55 20 25 FinalVolume: 20 1329 25 25 934 0 150 5 5 25 5 10 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.95 0.05 1.00 2.00 1.00 2.00 0.00 1.00 0.73 0.27 1.00 Lanes: 1.00 1.96 0.04 1.00 2.00 1.00 1.94 0.06 1.00 0.83 0.17 1.00 Final Sat.: 1720 3347 93 1720 3440 1720 3127 0 1720 1261 459 1720 Final Sat.: 1720 3376 64 1720 3440 1720 3026 111 1720 1433 287 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.05 0.27 0.27 0.01 0.28 0.18 0.12 0.00 0.00 0.04 0.04 0.01 Vol/Sat: 0.01 0.39 0.39 0.01 0.27 0.00 0.05 0.05 0.00 0.02 0.02 0.01 Crit Volume: 80 480 180 75 Crit Volume: 677 25 78 25 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:09 Page 18-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:24 Page 18-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #13 Oak Grove Road/Contra Costa Trail Intersection #13 Oak Grove Road/Contra Costa Trail ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.308 Cycle (sec): 100 Critical Vol./Cap.(X): 0.397 Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Loss Time (sec): 8 Average Delay (sec/veh): xxxxxx Optimal Cycle: 25 Level Of Service: A Optimal Cycle: 29 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Contra Costa Trail Street Name: Oak Grove Road Contra Costa Trail Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 0 775 0 0 1100 0 0 0 0 0 0 0 Base Vol: 0 1325 0 0 820 0 0 0 0 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 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: 0 775 0 0 1100 0 0 0 0 0 0 0 Initial Bse: 0 1325 0 0 820 0 0 0 0 0 0 0 Added Vol: 0 45 0 0 10 0 0 0 0 0 0 0 Added Vol: 0 104 0 0 154 0 0 0 0 0 0 0 PasserByVol: 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: 0 820 0 0 1110 0 0 0 0 0 0 0 Initial Fut: 0 1429 0 0 974 0 0 0 0 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 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 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: 0 820 0 0 1110 0 0 0 0 0 0 0 PHF Volume: 0 1429 0 0 974 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 820 0 0 1110 0 0 0 0 0 0 0 Reduced Vol: 0 1429 0 0 974 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 820 0 0 1110 0 0 0 0 0 0 0 RTOR Vol: 0 1429 0 0 974 0 0 0 0 0 0 0 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 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 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: 0 820 0 0 1110 0 0 0 0 0 0 0 FinalVolume: 0 1429 0 0 974 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 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 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 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Lanes: 0.00 2.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 Final Sat.: 0 3600 0 0 3600 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.23 0.00 0.00 0.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vol/Sat: 0.00 0.40 0.00 0.00 0.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Crit Volume: 0 555 0 0 Crit Volume: 715 0 0 0 Crit Moves: **** **** Crit Moves: **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:09 Page 19-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:24 Page 19-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln Intersection #14 Oak Grove Road/Mitchell Dr-Peachwillow Ln ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.679 Cycle (sec): 100 Critical Vol./Cap.(X): 0.657 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 Level Of Service: B Optimal Cycle: 83 Level Of Service: B ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Street Name: Oak Grove Road Mitchell Dr-Pitchwillow Ln Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Split Phase Split Phase Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 1 0 0 1 0 0 1! 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 150 575 175 80 600 470 60 20 20 125 100 160 Base Vol: 25 800 70 100 600 125 500 40 160 75 25 75 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 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: 150 575 175 80 600 470 60 20 20 125 100 160 Initial Bse: 25 800 70 100 600 125 500 40 160 75 25 75 Added Vol: 0 45 6 0 10 0 0 0 0 1 0 0 Added Vol: 0 104 13 0 154 0 0 0 0 19 0 0 PasserByVol: 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: 150 620 181 80 610 470 60 20 20 126 100 160 Initial Fut: 25 904 83 100 754 125 500 40 160 94 25 75 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 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 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: 150 620 181 80 610 470 60 20 20 126 100 160 PHF Volume: 25 904 83 100 754 125 500 40 160 94 25 75 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 150 620 181 80 610 470 60 20 20 126 100 160 Reduced Vol: 25 904 83 100 754 125 500 40 160 94 25 75 RTOR Reduct: 0 0 0 0 0 0 0 0 20 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 25 0 0 0 RTOR Vol: 150 620 181 80 610 470 60 20 0 126 100 160 RTOR Vol: 25 904 83 100 754 125 500 40 135 94 25 75 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 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 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: 150 620 181 80 610 470 60 20 0 126 100 160 FinalVolume: 25 904 83 100 754 125 500 40 135 94 25 75 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.55 0.45 1.00 1.13 0.87 1.50 0.50 1.00 0.33 0.26 0.41 Lanes: 1.00 1.83 0.17 1.00 1.72 0.28 1.85 0.15 1.00 0.48 0.13 0.39 Final Sat.: 1650 2554 746 1650 1864 1436 2250 825 1650 539 427 684 Final Sat.: 1650 3022 278 1650 2831 469 2778 244 1650 799 213 638 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.09 0.24 0.24 0.05 0.33 0.33 0.03 0.02 0.00 0.23 0.23 0.23 Vol/Sat: 0.02 0.30 0.30 0.06 0.27 0.27 0.18 0.16 0.08 0.12 0.12 0.12 Crit Volume: 150 540 40 386 Crit Volume: 494 100 270 194 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:09 Page 20-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:24 Page 20-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #15 Oak Grove Road/Shadelands Drive Intersection #15 Oak Grove Road/Shadelands Drive ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.714 Cycle (sec): 100 Critical Vol./Cap.(X): 0.516 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 80 Level Of Service: C Optimal Cycle: 47 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Shadelands Drive Street Name: Oak Grove Road Shadelands Drive Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 Lanes: 1 0 2 0 0 0 0 1 1 0 1 0 1! 0 0 0 0 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 805 904 0 0 531 228 29 0 5 0 0 0 Base Vol: 43 778 0 0 800 49 194 0 161 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 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: 805 904 0 0 531 228 29 0 5 0 0 0 Initial Bse: 43 778 0 0 800 49 194 0 161 0 0 0 Added Vol: -21 0 0 0 60 -50 51 0 14 0 0 0 Added Vol: 14 0 0 0 134 38 117 0 24 0 0 0 PasserByVol: 0 0 0 0 -3 3 7 0 2 0 0 0 Passby: 2 -2 0 0 -16 16 65 0 18 0 0 0 Initial Fut: 784 904 0 0 588 181 87 0 21 0 0 0 Initial Fut: 59 776 0 0 918 103 376 0 203 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 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 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: 784 904 0 0 588 181 87 0 21 0 0 0 PHF Volume: 59 776 0 0 918 103 376 0 203 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 784 904 0 0 588 181 87 0 21 0 0 0 Reduced Vol: 59 776 0 0 918 103 376 0 203 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 784 904 0 0 588 181 87 0 21 0 0 0 RTOR Vol: 59 776 0 0 918 103 376 0 203 0 0 0 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 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 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: 784 904 0 0 588 181 87 0 21 0 0 0 FinalVolume: 59 776 0 0 918 103 376 0 203 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 0.00 0.00 1.53 0.47 1.61 0.00 0.39 0.00 0.00 0.00 Lanes: 1.00 2.00 0.00 0.00 1.80 0.20 1.30 0.00 0.70 0.00 0.00 0.00 Final Sat.: 1720 3440 0 0 2630 810 2519 0 669 0 0 0 Final Sat.: 1720 3440 0 0 3093 347 2031 0 1206 0 0 0 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.46 0.26 0.00 0.00 0.22 0.22 0.03 0.00 0.03 0.00 0.00 0.00 Vol/Sat: 0.03 0.23 0.00 0.00 0.30 0.30 0.19 0.00 0.17 0.00 0.00 0.00 Crit Volume: 784 385 54 0 Crit Volume: 59 511 290 0 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:09 Page 21-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:24 Page 21-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #16 Oak Grove Road/Citrus Avenue Intersection #16 Oak Grove Road/Citrus Avenue ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.683 Cycle (sec): 100 Critical Vol./Cap.(X): 0.463 Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Loss Time (sec): 12 Average Delay (sec/veh): xxxxxx Optimal Cycle: 72 Level Of Service: B Optimal Cycle: 42 Level Of Service: A ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Citrus Avenue Street Name: Oak Grove Road Citrus Avenue Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Include Include Include Include Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 Lanes: 0 0 1 1 0 1 0 2 0 0 0 0 0 0 0 2 0 0 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 0 1676 186 20 500 0 0 0 0 400 0 75 Base Vol: 0 610 240 175 750 0 0 0 0 300 0 120 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 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: 0 1676 186 20 500 0 0 0 0 400 0 75 Initial Bse: 0 610 240 175 750 0 0 0 0 300 0 120 Added Vol: 0 -15 0 7 67 0 0 0 0 8 0 -7 Added Vol: 0 8 0 17 142 0 0 0 0 19 0 5 PasserByVol: 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: 0 1661 186 27 567 0 0 0 0 408 0 68 Initial Fut: 0 618 240 192 892 0 0 0 0 319 0 125 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 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 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: 0 1661 186 27 567 0 0 0 0 408 0 68 PHF Volume: 0 618 240 192 892 0 0 0 0 319 0 125 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1661 186 27 567 0 0 0 0 408 0 68 Reduced Vol: 0 618 240 192 892 0 0 0 0 319 0 125 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 27 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 125 RTOR Vol: 0 1661 186 27 567 0 0 0 0 408 0 41 RTOR Vol: 0 618 240 192 892 0 0 0 0 319 0 0 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 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 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: 0 1661 186 27 567 0 0 0 0 408 0 41 FinalVolume: 0 618 240 192 892 0 0 0 0 319 0 0 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 Lanes: 0.00 1.80 0.20 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Lanes: 0.00 1.44 0.56 1.00 2.00 0.00 0.00 0.00 0.00 2.00 0.00 1.00 Final Sat.: 0 3094 346 1720 3440 0 0 0 0 3127 0 1720 Final Sat.: 0 2478 962 1720 3440 0 0 0 0 3127 0 1720 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.00 0.54 0.54 0.02 0.16 0.00 0.00 0.00 0.00 0.13 0.00 0.02 Vol/Sat: 0.00 0.25 0.25 0.11 0.26 0.00 0.00 0.00 0.00 0.10 0.00 0.00 Crit Volume: 924 27 0 204 Crit Volume: 429 192 0 160 Crit Moves: **** **** **** Crit Moves: **** **** **** ******************************************************************************** ********************************************************************************

AM Cumulative plus Project Wed Apr 10, 2013 11:45:10 Page 39-1 PM Cumulative plus Project Wed Apr 10, 2013 11:46:25 Page 39-1 ------AM Peak Hour - Cumulative plus Project Conditions PM Peak Hour - Cumulative plus Project Conditions Shadelands Gateway Specific Plan Shadelands Gateway Specific Plan City of Walnut Creek City of Walnut Creek ------Level Of Service Computation Report Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) CCTALOS Method (Future Volume Alternative) ******************************************************************************** ******************************************************************************** Intersection #34 Ygnacio Valley Road/Oak Grove Road Intersection #34 Ygnacio Valley Road/Oak Grove Road ******************************************************************************** ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.709 Cycle (sec): 100 Critical Vol./Cap.(X): 0.893 Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Loss Time (sec): 16 Average Delay (sec/veh): xxxxxx Optimal Cycle: 98 Level Of Service: C Optimal Cycle: 180 Level Of Service: D ******************************************************************************** ******************************************************************************** Street Name: Oak Grove Road Ygnacio Valley Road Street Name: Oak Grove Road Ygnacio Valley Road Approach: North Bound South Bound East Bound West Bound Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R Movement: L - T - R L - T - R L - T - R L - T - R ------|------||------||------||------| ------|------||------||------||------| Control: Protected Protected Protected Protected Control: Protected Protected Protected Protected Rights: Ignore Ignore WideBypass Ignore Rights: Ignore Ignore WideBypass Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 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 Lanes: 1 0 2 0 1 1 0 2 0 1 2 0 2 1 0 1 0 2 0 1 Lanes: 1 0 2 0 1 1 0 2 0 1 2 0 2 1 0 1 0 2 0 1 ------|------||------||------||------| ------|------||------||------||------| Volume Module: Volume Module: Base Vol: 185 671 252 93 556 250 255 422 100 327 1098 863 Base Vol: 159 424 238 317 442 275 370 2056 113 207 622 55 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 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: 185 671 252 93 556 250 255 422 100 327 1098 863 Initial Bse: 159 424 238 317 442 275 370 2056 113 207 622 55 Added Vol: 5 -4 0 15 7 3 0 11 0 0 18 -11 Added Vol: 22 2 0 39 19 11 0 15 -3 0 73 6 PasserByVol: 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: 190 667 252 108 563 253 255 433 100 327 1116 852 Initial Fut: 181 426 238 356 461 286 370 2071 110 207 695 61 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 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 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: 190 667 252 108 563 253 255 433 100 327 1116 852 PHF Volume: 181 426 238 356 461 286 370 2071 110 207 695 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 190 667 252 108 563 253 255 433 100 327 1116 852 Reduced Vol: 181 426 238 356 461 286 370 2071 110 207 695 61 RTOR Reduct: 0 0 0 0 0 0 0 0 90 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 90 0 0 0 RTOR Vol: 190 667 252 108 563 253 255 433 10 327 1116 852 RTOR Vol: 181 426 238 356 461 286 370 2071 20 207 695 61 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 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 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: 190 667 252 108 563 253 255 433 10 327 1116 852 FinalVolume: 181 426 238 356 461 286 370 2071 20 207 695 61 ------|------||------||------||------| ------|------||------||------||------| Saturation Flow Module: Saturation Flow Module: Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Sat/Lane: 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 1650 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 2.00 2.93 0.07 1.00 2.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 2.00 2.97 0.03 1.00 2.00 1.00 Final Sat.: 1650 3300 1650 1650 3300 1650 3000 4838 112 1650 3300 1650 Final Sat.: 1650 3300 1650 1650 3300 1650 3000 4903 47 1650 3300 1650 ------|------||------||------||------| ------|------||------||------||------| Capacity Analysis Module: Capacity Analysis Module: Vol/Sat: 0.12 0.20 0.15 0.07 0.17 0.15 0.09 0.09 0.09 0.20 0.34 0.52 Vol/Sat: 0.11 0.13 0.14 0.22 0.14 0.17 0.12 0.42 0.42 0.13 0.21 0.04 Crit Volume: 190 282 128 558 Crit Volume: 213 356 697 207 Crit Moves: **** **** **** **** Crit Moves: **** **** **** **** ******************************************************************************** ********************************************************************************

Appendix D

Delay Index Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

Data Collected ‐ Existing Conditions Existing Calculations Existing plus Project Calculations Baseline Calculations Minimum Average Existing Distance Calc'ed Calc'ed Calibrated Calc'ed Calibrated Calibration Speed Delay Index Speed Delay Index Speed Travel Time Travel Time Delay Index (miles) Travel Time Travel Time Travel Time Travel Time Travel Time Eastbound Ygnacio Valley Road AM 483 517.8 1.07 3.6 619.5 ‐101.7 25.0 621.4 519.7 1.08 24.9 639.7 538.0 1.11 24.1 PM 639 807.8 1.26 3.6 633.2 174.6 16.0 636.9 811.5 1.27 16.0 650.2 824.8 1.29 15.7

Westbound Ygnacio Valley Road AM 443 507.8 1.15 3.6 544.2 ‐36.4 25.5 573.2 536.8 1.21 24.1 611.4 575.0 1.30 22.5 PM 541 644.4 1.19 3.6 633.6 10.8 20.1 627.4 638.2 1.18 20.3 663.9 674.7 1.25 19.2

Eastbound Treat Boulevard AM 285 376.1 1.32 2.2 442.8 ‐66.7 21.1 458.2 391.5 1.37 20.2 446.2 379.5 1.33 20.9 PM 336 501.3 1.49 2.2 352.3 149.0 15.8 373.8 522.8 1.56 15.1 349.8 498.8 1.48 15.9

Westbound Treat Boulevard AM 226 345.0 1.53 2.2 365.7 ‐20.7 23.0 330.8 310.1 1.37 25.5 373.1 352.4 1.56 22.5 PM 346 437.0 1.26 2.2 340.5 96.5 18.1 353.5 450.0 1.30 17.6 362.7 459.2 1.33 17.2

Notes:

Average travel time data collected in the field was compared to existing conditions Synchro output to develop a calibration factor. This calibration factor was applied to the Synchro corridor travel time output for near term (Existing and Baseline) study scenarios to reach a calibrated travel time. Cumulative conditions were obtained directly from model‐derived data. Corridor speed was calculated by dividing the corridor distance by the average calibrated travel time. Baseline plus Specific Plan Calculations Cumulative Cumulative plus Specific Plan Calc'ed Calibrated Delay Index Speed Travel Time Delay Index Speed Travel Time Delay Index Speed Travel Time Travel Time Eastbound Ygnacio Valley Road AM 639.6 537.9 1.11 24.1 609.6 1.26 21.3 610.1 1.26 21.2 PM 664 838.6 1.31 15.5 689.1 1.08 18.8 710.6 1.11 18.2

Westbound Ygnacio Valley Road AM 617.3 580.9 1.31 22.3 637.5 1.44 20.3 642.6 1.45 20.2 PM 693.5 704.3 1.30 18.4 688.1 1.27 18.8 698.7 1.29 18.5

Eastbound Treat Boulevard AM 447.1 380.4 1.33 20.8 468.8 1.64 16.9 468.8 1.64 16.9 PM 363.1 512.1 1.52 15.5 354.8 1.06 22.3 368.3 1.10 21.5

Westbound Treat Boulevard AM 378.9 358.2 1.58 22.1 363 1.61 21.8 368.3 1.63 21.5 PM 367 463.5 1.34 17.1 398.7 1.15 19.9 405.9 1.17 19.5 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 37.0 55.5 0.15 9.6 F Jones Rd II 35 18.5 10.0 28.5 0.15 18.7 D Cherry Ln II 35 25.6 13.3 38.9 0.20 18.9 D Candelero Dr. II 38 35.6 2.0 37.6 0.36 34.5 B Bancroft Rd. II 40 20.7 23.3 44.0 0.18 14.7 E Carriage Dr. II 40 25.3 13.0 38.3 0.23 21.6 D Winton Drive II 40 36.2 34.3 70.5 0.38 19.3 D Oak Grove Plaza II 40 38.5 32.2 70.7 0.40 20.4 D Oak Grove Road II 40 15.5 43.3 58.8 0.13 8.3 F Total II 234.4 208.4 442.8 2.18 17.7 D

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 14.7 30.2 0.13 16.1 E Winton Drive II 40 38.5 0.7 39.2 0.40 36.8 A Carriage Dr. II 40 36.2 22.3 58.5 0.38 23.2 C Bancroft Rd. II 40 25.2 37.6 62.8 0.23 13.1 E Candelero Dr. II 40 21.1 8.2 29.3 0.18 22.6 C Cherry Ln II 38 35.6 8.1 43.7 0.36 29.6 B Jones Rd II 35 25.6 13.5 39.1 0.20 18.8 D Oak Rd. II 35 18.5 23.6 42.1 0.15 12.6 F Buskirk Ave II 35 18.5 2.3 20.8 0.15 25.6 C Total II 234.7 131.0 365.7 2.19 21.5 D

Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 26.8 43.6 0.12 9.9 F California Blvd. II 30 17.4 18.0 35.4 0.13 13.2 E Main II 30 17.0 6.3 23.3 0.12 18.6 D N.Broadway II 35 20.7 19.7 40.4 0.17 14.8 E Civic Dr. II 35 18.6 23.4 42.0 0.15 12.7 F Walnut Blvd II 35 28.2 22.2 50.4 0.24 16.9 E Homestead Ave II 35 19.6 2.5 22.1 0.16 25.6 C Tampico II 40 36.5 6.7 43.2 0.38 31.7 B La Cassa Via II 40 21.1 1.1 22.2 0.18 29.8 B John Muir II 40 13.5 1.7 15.2 0.12 27.8 C S. San Carlos Dr. II 40 29.0 3.8 32.8 0.28 31.2 B Walnut Ave. II 40 36.1 31.7 67.8 0.36 19.4 D Wimbledon II 45 31.6 11.9 43.5 0.32 26.4 C Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 13.7 32.8 0.17 18.2 D S. Via Monte II 40 31.2 1.6 32.8 0.31 33.6 B Oak Grove II 40 25.4 44.7 70.1 0.23 11.9 F Total II 399.0 235.9 634.9 3.59 20.3 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 1.5 26.9 0.23 30.9 B Wiget Lane II 40 31.2 4.6 35.8 0.31 30.8 B Lennon Lane II 40 19.1 7.1 26.2 0.17 22.8 C Wimbledon II 45 17.2 3.1 20.3 0.16 28.0 B Bancroft Rd. II 45 31.6 27.8 59.4 0.32 19.3 D N.San Carlos Dr. II 40 36.1 33.2 69.3 0.36 18.9 D John Muir II 40 29.0 7.0 36.0 0.28 28.4 B Kinross Dr. II 40 13.5 14.1 27.6 0.12 15.3 E Marchbanks Dr II 40 21.1 8.5 29.6 0.18 22.3 C Homestead Ave II 40 36.5 19.0 55.5 0.38 24.7 C Walnut Blvd II 35 19.6 29.2 48.8 0.16 11.6 F N.Civic Dr. II 35 28.2 10.5 38.7 0.24 22.0 C N.Broadway II 30 19.9 8.5 28.4 0.15 18.8 D N.Main St. II 30 22.2 6.2 28.4 0.17 21.0 D California Blvd. II 30 17.0 5.7 22.7 0.12 19.1 D Oakland Blvd II 30 17.4 12.9 30.3 0.13 15.4 E SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 199.1 600.9 3.59 21.5 D

Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 30.9 47.9 0.15 11.1 F Jones Rd II 40 17.0 26.6 43.6 0.15 12.2 F Cherry Ln II 40 23.5 6.3 29.8 0.20 24.7 C Candelero Dr. II 40 35.6 2.2 37.8 0.36 34.3 B Bancroft Rd. II 40 21.1 21.8 42.9 0.18 15.4 E Carriage Dr. II 40 25.3 2.3 27.6 0.23 30.0 B Winton Drive II 40 36.2 3.6 39.8 0.38 34.1 B Oak Grove Plaza II 40 38.5 1.8 40.3 0.40 35.8 A Oak Grove Road II 40 15.5 27.1 42.6 0.13 11.4 F Total II 229.7 122.6 352.3 2.19 22.3 C

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 5.2 20.7 0.13 23.5 C Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 5.2 41.4 0.38 32.8 B Bancroft II 40 25.2 25.3 50.5 0.23 16.3 E Candelero Dr. II 40 21.1 6.1 27.2 0.18 24.3 C Cherry Ln II 40 35.6 11.5 47.1 0.36 27.5 C Jones Rd II 40 23.5 41.9 65.4 0.20 11.3 F Oak Rd. II 40 17.0 9.5 26.5 0.15 20.1 D Buskirk Ave II 40 17.0 5.6 22.6 0.15 23.5 C Total II 229.6 110.9 340.5 2.19 23.1 C

Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 53.6 70.4 0.12 6.1 F California Blvd. II 30 17.4 36.6 54.0 0.13 8.6 F Main St. II 30 17.0 9.9 26.9 0.12 16.1 E N.Broadway II 30 22.2 5.9 28.1 0.17 21.2 D N.Civic Dr. II 30 19.9 40.7 60.6 0.15 8.8 F Walnut Blvd II 35 28.2 12.2 40.4 0.24 21.1 D Homestead Ave II 35 19.6 6.2 25.8 0.16 21.9 D Tampico II 40 36.5 0.9 37.4 0.38 36.6 A La Cassa Via II 40 21.1 2.2 23.3 0.18 28.4 B John Muir II 40 13.5 3.0 16.5 0.12 25.6 C S. San Carlos Dr. II 40 29.0 7.1 36.1 0.28 28.3 B Walnut Ave. II 40 36.1 19.8 55.9 0.36 23.5 C Wimbledon II 45 31.6 3.2 34.8 0.32 33.0 B Lennon Lane II 45 17.2 0.2 17.4 0.16 32.7 B Wiget Lane II 45 18.1 2.1 20.2 0.17 29.5 B S. Via Monte II 45 30.3 2.4 32.7 0.31 33.7 B Oak Grove Rd. II 45 24.0 28.7 52.7 0.23 15.8 E Total II 398.5 234.7 633.2 3.59 20.4 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 4.9 28.9 0.23 28.8 B Wiget Lane II 45 30.3 8.6 38.9 0.31 28.3 B Lennon Lane II 45 18.1 14.3 32.4 0.17 18.4 D Wimbledon II 45 17.2 3.2 20.4 0.16 27.9 C Bancroft Rd. II 45 31.6 21.7 53.3 0.32 21.6 D N.San Carlos Dr. II 40 36.1 8.0 44.1 0.36 29.8 B John Muir II 40 29.0 8.0 37.0 0.28 27.6 C Kinross Dr. II 40 13.5 16.0 29.5 0.12 14.3 E Marchbanks Dr II 40 21.1 8.5 29.6 0.18 22.3 C Homestead Ave II 40 36.5 18.0 54.5 0.38 25.1 C Walnut Blvd II 35 19.6 6.1 25.7 0.16 22.0 C N.Civic Dr. II 35 28.2 24.9 53.1 0.24 16.1 E N.Broadway II 30 19.9 4.1 24.0 0.15 22.3 C N.Main St. II 30 22.2 21.6 43.8 0.17 13.6 E California Blvd. II 30 17.0 9.2 26.2 0.12 16.5 E Oakland Blvd II 30 17.4 57.9 75.3 0.13 6.2 F SB I-680 On-ramp II 30 16.8 0.1 16.9 0.12 25.4 C Total II 398.5 235.1 633.6 3.59 20.4 D

Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 2 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 36.1 54.6 0.15 9.7 F Jones Rd II 35 18.5 18.0 36.5 0.15 14.6 E Cherry Ln II 35 25.6 18.3 43.9 0.20 16.8 E Candelero Dr. II 38 35.6 4.0 39.6 0.36 32.7 B Bancroft Rd. II 40 20.7 25.7 46.4 0.18 14.0 E Carriage Dr. II 40 25.3 19.0 44.3 0.23 18.7 D Winton Drive II 40 36.2 21.7 57.9 0.38 23.4 C Oak Grove Plaza II 40 38.5 33.2 71.7 0.40 20.1 D Oak Grove Road II 40 15.5 47.8 63.3 0.13 7.7 F Total II 234.4 223.8 458.2 2.18 17.2 D

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 17.2 32.7 0.13 14.8 E Winton Drive II 40 38.5 1.5 40.0 0.40 36.1 A Carriage Dr. II 40 36.2 3.8 40.0 0.38 33.9 B Bancroft Rd. II 40 25.2 32.9 58.1 0.23 14.2 E Candelero Dr. II 40 21.1 3.7 24.8 0.18 26.7 C Cherry Ln II 38 35.6 6.1 41.7 0.36 31.1 B Jones Rd II 35 25.6 14.7 40.3 0.20 18.3 D Oak Rd. II 35 18.5 14.3 32.8 0.15 16.2 E Buskirk Ave II 35 18.5 1.9 20.4 0.15 26.1 C Total II 234.7 96.1 330.8 2.19 23.8 C

Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 45.9 62.7 0.12 6.9 F California Blvd. II 30 17.4 23.1 40.5 0.13 11.5 F Main II 30 17.0 3.3 20.3 0.12 21.3 D N.Broadway II 35 20.7 10.9 31.6 0.17 18.9 D Civic Dr. II 35 18.6 20.4 39.0 0.15 13.7 E Walnut Blvd II 35 28.2 14.7 42.9 0.24 19.9 D Homestead Ave II 35 19.6 4.3 23.9 0.16 23.7 C Tampico II 40 36.5 13.8 50.3 0.38 27.2 C La Cassa Via II 40 21.1 3.9 25.0 0.18 26.5 C John Muir II 40 13.5 1.4 14.9 0.12 28.4 B S. San Carlos Dr. II 40 29.0 14.6 43.6 0.28 23.5 C Walnut Ave. II 40 36.1 10.3 46.4 0.36 28.3 B Wimbledon II 45 31.6 3.6 35.2 0.32 32.6 B Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 11.3 30.4 0.17 19.6 D S. Via Monte II 40 31.2 1.8 33.0 0.31 33.4 B Oak Grove II 40 25.4 39.0 64.4 0.23 12.9 F Total II 399.0 222.4 621.4 3.59 20.8 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 7.7 33.1 0.23 25.1 C Wiget Lane II 40 31.2 10.3 41.5 0.31 26.5 C Lennon Lane II 40 19.1 8.8 27.9 0.17 21.4 D Wimbledon II 45 17.2 3.3 20.5 0.16 27.8 C Bancroft Rd. II 45 31.6 32.3 63.9 0.32 18.0 D N.San Carlos Dr. II 40 36.1 7.6 43.7 0.36 30.0 B John Muir II 40 29.0 1.8 30.8 0.28 33.2 B Kinross Dr. II 40 13.5 5.2 18.7 0.12 22.6 C Marchbanks Dr II 40 21.1 3.1 24.2 0.18 27.3 C Homestead Ave II 40 36.5 9.0 45.5 0.38 30.1 B Walnut Blvd II 35 19.6 25.5 45.1 0.16 12.5 F N.Civic Dr. II 35 28.2 22.7 50.9 0.24 16.7 E N.Broadway II 30 19.9 3.4 23.3 0.15 23.0 C N.Main St. II 30 22.2 7.0 29.2 0.17 20.4 D California Blvd. II 30 17.0 5.0 22.0 0.12 19.7 D Oakland Blvd II 30 17.4 18.5 35.9 0.13 13.0 E SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 171.4 573.2 3.59 22.5 C

Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 33.2 50.2 0.15 10.6 F Jones Rd II 40 17.0 26.4 43.4 0.15 12.3 F Cherry Ln II 40 23.5 5.3 28.8 0.20 25.6 C Candelero Dr. II 40 35.6 3.4 39.0 0.36 33.2 B Bancroft Rd. II 40 21.1 15.2 36.3 0.18 18.2 D Carriage Dr. II 40 25.3 3.1 28.4 0.23 29.2 B Winton Drive II 40 36.2 17.1 53.3 0.38 25.5 C Oak Grove Plaza II 40 38.5 13.9 52.4 0.40 27.6 C Oak Grove Road II 40 15.5 26.5 42.0 0.13 11.6 F Total II 229.7 144.1 373.8 2.19 21.1 D

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 5.6 21.1 0.13 23.0 C Winton Drive II 40 38.5 3.5 42.0 0.40 34.4 B Carriage Dr. II 40 36.2 8.4 44.6 0.38 30.4 B Bancroft II 40 25.2 24.6 49.8 0.23 16.5 E Candelero Dr. II 40 21.1 10.4 31.5 0.18 21.0 D Cherry Ln II 40 35.6 8.7 44.3 0.36 29.2 B Jones Rd II 40 23.5 38.4 61.9 0.20 11.9 F Oak Rd. II 40 17.0 18.5 35.5 0.15 15.0 E Buskirk Ave II 40 17.0 5.8 22.8 0.15 23.3 C Total II 229.6 123.9 353.5 2.19 22.3 C

Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 16.4 33.2 0.12 12.9 F California Blvd. II 30 17.4 36.4 53.8 0.13 8.7 F Main St. II 30 17.0 9.1 26.1 0.12 16.6 E N.Broadway II 30 22.2 27.8 50.0 0.17 11.9 F N.Civic Dr. II 30 19.9 51.9 71.8 0.15 7.5 F Walnut Blvd II 35 28.2 9.8 38.0 0.24 22.4 C Homestead Ave II 35 19.6 5.6 25.2 0.16 22.5 C Tampico II 40 36.5 1.2 37.7 0.38 36.4 A La Cassa Via II 40 21.1 5.5 26.6 0.18 24.9 C John Muir II 40 13.5 3.4 16.9 0.12 25.0 C S. San Carlos Dr. II 40 29.0 7.4 36.4 0.28 28.1 B Walnut Ave. II 40 36.1 17.7 53.8 0.36 24.4 C Wimbledon II 45 31.6 10.0 41.6 0.32 27.6 C Lennon Lane II 45 17.2 0.3 17.5 0.16 32.5 B Wiget Lane II 45 18.1 3.5 21.6 0.17 27.6 C S. Via Monte II 45 30.3 3.2 33.5 0.31 32.9 B Oak Grove Rd. II 45 24.0 29.2 53.2 0.23 15.6 E Total II 398.5 238.4 636.9 3.59 20.3 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 11.4 35.4 0.23 23.5 C Wiget Lane II 45 30.3 5.7 36.0 0.31 30.6 B Lennon Lane II 45 18.1 14.7 32.8 0.17 18.2 D Wimbledon II 45 17.2 3.9 21.1 0.16 27.0 C Bancroft Rd. II 45 31.6 18.9 50.5 0.32 22.7 C N.San Carlos Dr. II 40 36.1 13.9 50.0 0.36 26.2 C John Muir II 40 29.0 5.7 34.7 0.28 29.5 B Kinross Dr. II 40 13.5 10.8 24.3 0.12 17.4 D Marchbanks Dr II 40 21.1 7.8 28.9 0.18 22.9 C Homestead Ave II 40 36.5 15.2 51.7 0.38 26.5 C Walnut Blvd II 35 19.6 7.1 26.7 0.16 21.2 D N.Civic Dr. II 35 28.2 36.3 64.5 0.24 13.2 E N.Broadway II 30 19.9 4.4 24.3 0.15 22.0 C N.Main St. II 30 22.2 8.2 30.4 0.17 19.6 D California Blvd. II 30 17.0 7.6 24.6 0.12 17.6 D Oakland Blvd II 30 17.4 57.2 74.6 0.13 6.3 F SB I-680 On-ramp II 30 16.8 0.1 16.9 0.12 25.4 C Total II 398.5 228.9 627.4 3.59 20.6 D

Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 2 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 37.7 56.2 0.15 9.5 F Jones Rd II 35 18.5 10.8 29.3 0.15 18.2 D Cherry Ln II 35 25.6 14.0 39.6 0.20 18.6 D Candelero Dr. II 38 35.6 2.0 37.6 0.36 34.5 B Bancroft Rd. II 40 20.7 23.8 44.5 0.18 14.6 E Carriage Dr. II 40 25.3 13.5 38.8 0.23 21.4 D Winton Drive II 40 36.2 34.5 70.7 0.38 19.2 D Oak Grove Plaza II 40 38.5 31.3 69.8 0.40 20.7 D Oak Grove Road II 40 15.5 44.2 59.7 0.13 8.1 F Total II 234.4 211.8 446.2 2.18 17.6 D

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 15.6 31.1 0.13 15.6 E Winton Drive II 40 38.5 0.7 39.2 0.40 36.8 A Carriage Dr. II 40 36.2 22.5 58.7 0.38 23.1 C Bancroft Rd. II 40 25.2 41.0 66.2 0.23 12.4 F Candelero Dr. II 40 21.1 8.7 29.8 0.18 22.2 C Cherry Ln II 38 35.6 8.7 44.3 0.36 29.2 B Jones Rd II 35 25.6 13.9 39.5 0.20 18.6 D Oak Rd. II 35 18.5 24.9 43.4 0.15 12.3 F Buskirk Ave II 35 18.5 2.4 20.9 0.15 25.4 C Total II 234.7 138.4 373.1 2.19 21.1 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 26.6 43.4 0.12 9.9 F California Blvd. II 30 17.4 18.2 35.6 0.13 13.1 E Main II 30 17.0 4.9 21.9 0.12 19.8 D N.Broadway II 35 20.7 19.8 40.5 0.17 14.7 E Civic Dr. II 35 18.6 27.5 46.1 0.15 11.6 F Walnut Blvd II 35 28.2 20.8 49.0 0.24 17.4 D Homestead Ave II 35 19.6 2.8 22.4 0.16 25.3 C Tampico II 40 36.5 7.0 43.5 0.38 31.5 B La Cassa Via II 40 21.1 1.1 22.2 0.18 29.8 B John Muir II 40 13.5 1.6 15.1 0.12 28.0 C S. San Carlos Dr. II 40 29.0 4.0 33.0 0.28 31.0 B Walnut Ave. II 40 36.1 32.3 68.4 0.36 19.2 D Wimbledon II 45 31.6 12.2 43.8 0.32 26.2 C Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 14.2 33.3 0.17 17.9 D S. Via Monte II 40 31.2 1.7 32.9 0.31 33.5 B Oak Grove II 40 25.4 45.9 71.3 0.23 11.7 F Total II 399.0 240.7 639.7 3.59 20.2 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 1.6 27.0 0.23 30.8 B Wiget Lane II 40 31.2 5.4 36.6 0.31 30.1 B Lennon Lane II 40 19.1 7.7 26.8 0.17 22.3 C Wimbledon II 45 17.2 2.7 19.9 0.16 28.6 B Bancroft Rd. II 45 31.6 28.8 60.4 0.32 19.0 D N.San Carlos Dr. II 40 36.1 33.3 69.4 0.36 18.9 D John Muir II 40 29.0 7.1 36.1 0.28 28.3 B Kinross Dr. II 40 13.5 14.1 27.6 0.12 15.3 E Marchbanks Dr II 40 21.1 8.7 29.8 0.18 22.2 C Homestead Ave II 40 36.5 19.3 55.8 0.38 24.6 C Walnut Blvd II 35 19.6 30.2 49.8 0.16 11.4 F N.Civic Dr. II 35 28.2 14.2 42.4 0.24 20.1 D N.Broadway II 30 19.9 10.1 30.0 0.15 17.8 D N.Main St. II 30 22.2 5.2 27.4 0.17 21.8 D California Blvd. II 30 17.0 7.2 24.2 0.12 17.9 D Oakland Blvd II 30 17.4 13.8 31.2 0.13 15.0 E SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 209.6 611.4 3.59 21.1 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 28.5 45.5 0.15 11.7 F Jones Rd II 40 17.0 16.7 33.7 0.15 15.8 E Cherry Ln II 40 23.5 8.1 31.6 0.20 23.3 C Candelero Dr. II 40 35.6 2.1 37.7 0.36 34.4 B Bancroft Rd. II 40 21.1 22.9 44.0 0.18 15.0 E Carriage Dr. II 40 25.3 6.3 31.6 0.23 26.2 C Winton Drive II 40 36.2 6.2 42.4 0.38 32.0 B Oak Grove Plaza II 40 38.5 2.8 41.3 0.40 35.0 B Oak Grove Road II 40 15.5 26.5 42.0 0.13 11.6 F Total II 229.7 120.1 349.8 2.19 22.5 C

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 6.9 22.4 0.13 21.7 D Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 6.8 43.0 0.38 31.6 B Bancroft II 40 25.2 24.2 49.4 0.23 16.7 E Candelero Dr. II 40 21.1 5.5 26.6 0.18 24.9 C Cherry Ln II 40 35.6 11.8 47.4 0.36 27.3 C Jones Rd II 40 23.5 45.3 68.8 0.20 10.7 F Oak Rd. II 40 17.0 25.6 42.6 0.15 12.5 F Buskirk Ave II 40 17.0 6.4 23.4 0.15 22.7 C Total II 229.6 133.1 362.7 2.19 21.7 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 56.1 72.9 0.12 5.9 F California Blvd. II 30 17.4 39.5 56.9 0.13 8.2 F Main St. II 30 17.0 12.1 29.1 0.12 14.9 E N.Broadway II 30 22.2 8.5 30.7 0.17 19.4 D N.Civic Dr. II 30 19.9 42.8 62.7 0.15 8.5 F Walnut Blvd II 35 28.2 12.7 40.9 0.24 20.8 D Homestead Ave II 35 19.6 6.6 26.2 0.16 21.6 D Tampico II 40 36.5 1.1 37.6 0.38 36.4 A La Cassa Via II 40 21.1 2.8 23.9 0.18 27.7 C John Muir II 40 13.5 3.1 16.6 0.12 25.5 C S. San Carlos Dr. II 40 29.0 7.3 36.3 0.28 28.2 B Walnut Ave. II 40 36.1 20.8 56.9 0.36 23.1 C Wimbledon II 45 31.6 3.8 35.4 0.32 32.5 B Lennon Lane II 45 17.2 0.3 17.5 0.16 32.5 B Wiget Lane II 45 18.1 3.8 21.9 0.17 27.2 C S. Via Monte II 45 30.3 2.4 32.7 0.31 33.7 B Oak Grove Rd. II 45 24.0 28.0 52.0 0.23 16.0 E Total II 398.5 251.7 650.2 3.59 19.9 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 5.0 29.0 0.23 28.7 B Wiget Lane II 45 30.3 13.8 44.1 0.31 25.0 C Lennon Lane II 45 18.1 15.6 33.7 0.17 17.7 D Wimbledon II 45 17.2 2.9 20.1 0.16 28.3 B Bancroft Rd. II 45 31.6 27.9 59.5 0.32 19.3 D N.San Carlos Dr. II 40 36.1 6.2 42.3 0.36 31.0 B John Muir II 40 29.0 8.1 37.1 0.28 27.6 C Kinross Dr. II 40 13.5 16.2 29.7 0.12 14.2 E Marchbanks Dr II 40 21.1 9.0 30.1 0.18 22.0 D Homestead Ave II 40 36.5 18.8 55.3 0.38 24.8 C Walnut Blvd II 35 19.6 6.5 26.1 0.16 21.7 D N.Civic Dr. II 35 28.2 27.5 55.7 0.24 15.3 E N.Broadway II 30 19.9 7.9 27.8 0.15 19.3 D N.Main St. II 30 22.2 22.4 44.6 0.17 13.4 E California Blvd. II 30 17.0 8.5 25.5 0.12 17.0 E Oakland Blvd II 30 17.4 69.0 86.4 0.13 5.4 F SB I-680 On-ramp II 30 16.8 0.1 16.9 0.12 25.4 C Total II 398.5 265.4 663.9 3.59 19.5 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 2 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 37.8 56.3 0.15 9.4 F Jones Rd II 35 18.5 11.0 29.5 0.15 18.0 D Cherry Ln II 35 25.6 14.1 39.7 0.20 18.5 D Candelero Dr. II 38 35.6 2.1 37.7 0.36 34.4 B Bancroft Rd. II 40 20.7 24.1 44.8 0.18 14.5 E Carriage Dr. II 40 25.3 13.7 39.0 0.23 21.2 D Winton Drive II 40 36.2 34.8 71.0 0.38 19.1 D Oak Grove Plaza II 40 38.5 30.3 68.8 0.40 21.0 D Oak Grove Road II 40 15.5 45.1 60.6 0.13 8.0 F Total II 234.4 213.0 447.4 2.18 17.6 D

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 17.9 33.4 0.13 14.5 E Winton Drive II 40 38.5 0.7 39.2 0.40 36.8 A Carriage Dr. II 40 36.2 22.7 58.9 0.38 23.0 C Bancroft Rd. II 40 25.2 43.8 69.0 0.23 11.9 F Candelero Dr. II 40 21.1 8.7 29.8 0.18 22.2 C Cherry Ln II 38 35.6 8.7 44.3 0.36 29.2 B Jones Rd II 35 25.6 14.1 39.7 0.20 18.5 D Oak Rd. II 35 18.5 25.2 43.7 0.15 12.2 F Buskirk Ave II 35 18.5 2.4 20.9 0.15 25.4 C Total II 234.7 144.2 378.9 2.19 20.8 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 26.7 43.5 0.12 9.9 F California Blvd. II 30 17.4 18.3 35.7 0.13 13.1 E Main II 30 17.0 5.0 22.0 0.12 19.7 D N.Broadway II 35 20.7 19.7 40.4 0.17 14.8 E Civic Dr. II 35 18.6 27.5 46.1 0.15 11.6 F Walnut Blvd II 35 28.2 21.0 49.2 0.24 17.3 D Homestead Ave II 35 19.6 2.9 22.5 0.16 25.2 C Tampico II 40 36.5 7.1 43.6 0.38 31.4 B La Cassa Via II 40 21.1 1.1 22.2 0.18 29.8 B John Muir II 40 13.5 1.6 15.1 0.12 28.0 C S. San Carlos Dr. II 40 29.0 4.1 33.1 0.28 30.9 B Walnut Ave. II 40 36.1 32.7 68.8 0.36 19.1 D Wimbledon II 45 31.6 12.1 43.7 0.32 26.3 C Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 14.5 33.6 0.17 17.8 D S. Via Monte II 40 31.2 1.7 32.9 0.31 33.5 B Oak Grove II 40 25.4 44.5 69.9 0.23 11.9 F Total II 399.0 240.6 639.6 3.59 20.2 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 3.1 28.5 0.23 29.2 B Wiget Lane II 40 31.2 6.7 37.9 0.31 29.1 B Lennon Lane II 40 19.1 8.3 27.4 0.17 21.8 D Wimbledon II 45 17.2 2.6 19.8 0.16 28.8 B Bancroft Rd. II 45 31.6 29.6 61.2 0.32 18.8 D N.San Carlos Dr. II 40 36.1 33.4 69.5 0.36 18.9 D John Muir II 40 29.0 7.3 36.3 0.28 28.2 B Kinross Dr. II 40 13.5 14.2 27.7 0.12 15.3 E Marchbanks Dr II 40 21.1 8.8 29.9 0.18 22.1 C Homestead Ave II 40 36.5 19.5 56.0 0.38 24.5 C Walnut Blvd II 35 19.6 30.9 50.5 0.16 11.2 F N.Civic Dr. II 35 28.2 14.4 42.6 0.24 20.0 D N.Broadway II 30 19.9 10.4 30.3 0.15 17.7 D N.Main St. II 30 22.2 5.2 27.4 0.17 21.8 D California Blvd. II 30 17.0 7.2 24.2 0.12 17.9 D Oakland Blvd II 30 17.4 13.7 31.1 0.13 15.0 E SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 215.5 617.3 3.59 20.9 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 28.8 45.8 0.15 11.6 F Jones Rd II 40 17.0 17.6 34.6 0.15 15.4 E Cherry Ln II 40 23.5 8.5 32.0 0.20 23.0 C Candelero Dr. II 40 35.6 2.1 37.7 0.36 34.4 B Bancroft Rd. II 40 21.1 25.0 46.1 0.18 14.3 E Carriage Dr. II 40 25.3 6.7 32.0 0.23 25.9 C Winton Drive II 40 36.2 6.6 42.8 0.38 31.7 B Oak Grove Plaza II 40 38.5 2.9 41.4 0.40 34.9 B Oak Grove Road II 40 15.5 35.2 50.7 0.13 9.6 F Total II 229.7 133.4 363.1 2.19 21.7 D

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 7.3 22.8 0.13 21.3 D Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 7.2 43.4 0.38 31.3 B Bancroft II 40 25.2 25.0 50.2 0.23 16.4 E Candelero Dr. II 40 21.1 5.3 26.4 0.18 25.1 C Cherry Ln II 40 35.6 13.1 48.7 0.36 26.6 C Jones Rd II 40 23.5 46.3 69.8 0.20 10.5 F Oak Rd. II 40 17.0 26.2 43.2 0.15 12.3 F Buskirk Ave II 40 17.0 6.4 23.4 0.15 22.7 C Total II 229.6 137.4 367.0 2.19 21.4 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 56.1 72.9 0.12 5.9 F California Blvd. II 30 17.4 40.1 57.5 0.13 8.1 F Main St. II 30 17.0 13.2 30.2 0.12 14.3 E N.Broadway II 30 22.2 8.6 30.8 0.17 19.4 D N.Civic Dr. II 30 19.9 45.4 65.3 0.15 8.2 F Walnut Blvd II 35 28.2 13.1 41.3 0.24 20.6 D Homestead Ave II 35 19.6 8.1 27.7 0.16 20.4 D Tampico II 40 36.5 1.3 37.8 0.38 36.3 A La Cassa Via II 40 21.1 3.8 24.9 0.18 26.6 C John Muir II 40 13.5 3.7 17.2 0.12 24.6 C S. San Carlos Dr. II 40 29.0 7.7 36.7 0.28 27.9 C Walnut Ave. II 40 36.1 23.9 60.0 0.36 21.9 D Wimbledon II 45 31.6 4.5 36.1 0.32 31.8 B Lennon Lane II 45 17.2 0.3 17.5 0.16 32.5 B Wiget Lane II 45 18.1 4.9 23.0 0.17 25.9 C S. Via Monte II 45 30.3 2.7 33.0 0.31 33.4 B Oak Grove Rd. II 45 24.0 28.1 52.1 0.23 16.0 E Total II 398.5 265.5 664.0 3.59 19.5 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 7.8 31.8 0.23 26.2 C Wiget Lane II 45 30.3 14.0 44.3 0.31 24.9 C Lennon Lane II 45 18.1 32.0 50.1 0.17 11.9 F Wimbledon II 45 17.2 11.5 28.7 0.16 19.8 D Bancroft Rd. II 45 31.6 23.7 55.3 0.32 20.8 D N.San Carlos Dr. II 40 36.1 6.4 42.5 0.36 30.9 B John Muir II 40 29.0 8.4 37.4 0.28 27.3 C Kinross Dr. II 40 13.5 16.4 29.9 0.12 14.1 E Marchbanks Dr II 40 21.1 9.1 30.2 0.18 21.9 D Homestead Ave II 40 36.5 19.3 55.8 0.38 24.6 C Walnut Blvd II 35 19.6 6.6 26.2 0.16 21.6 D N.Civic Dr. II 35 28.2 28.0 56.2 0.24 15.2 E N.Broadway II 30 19.9 7.8 27.7 0.15 19.3 D N.Main St. II 30 22.2 23.3 45.5 0.17 13.1 E California Blvd. II 30 17.0 8.7 25.7 0.12 16.8 E Oakland Blvd II 30 17.4 71.9 89.3 0.13 5.2 F SB I-680 On-ramp II 30 16.8 0.1 16.9 0.12 25.4 C Total II 398.5 295.0 693.5 3.59 18.6 D

Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 2 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 39.0 57.5 0.15 9.2 F Jones Rd II 35 18.5 10.4 28.9 0.15 18.4 D Cherry Ln II 35 25.6 15.9 41.5 0.20 17.7 D Candelero Dr. II 38 35.6 1.9 37.5 0.36 34.5 B Bancroft Rd. II 40 20.7 23.5 44.2 0.18 14.7 E Carriage Dr. II 40 25.3 30.6 55.9 0.23 14.8 E Winton Drive II 40 36.2 24.0 60.2 0.38 22.5 C Oak Grove Plaza II 40 38.5 34.4 72.9 0.40 19.8 D Oak Grove Road II 40 15.5 54.7 70.2 0.13 6.9 F Total II 234.4 234.4 468.8 2.18 16.8 E

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 19.9 35.4 0.13 13.7 E Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 9.6 45.8 0.38 29.6 B Bancroft Rd. II 40 25.2 34.1 59.3 0.23 13.9 E Candelero Dr. II 40 21.1 11.7 32.8 0.18 20.2 D Cherry Ln II 38 35.6 7.6 43.2 0.36 30.0 B Jones Rd II 35 25.6 12.8 38.4 0.20 19.2 D Oak Rd. II 35 18.5 28.3 46.8 0.15 11.4 F Buskirk Ave II 35 18.5 3.7 22.2 0.15 24.0 C Total II 234.7 128.3 363.0 2.19 21.7 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 24.5 41.3 0.12 10.4 F California Blvd. II 30 17.4 24.7 42.1 0.13 11.1 F Main II 30 17.0 3.6 20.6 0.12 21.0 D N.Broadway II 35 20.7 11.8 32.5 0.17 18.4 D Civic Dr. II 35 18.6 25.4 44.0 0.15 12.2 F Walnut Blvd II 35 28.2 15.1 43.3 0.24 19.7 D Homestead Ave II 35 19.6 2.8 22.4 0.16 25.3 C Tampico II 40 36.5 7.4 43.9 0.38 31.2 B La Cassa Via II 40 21.1 2.5 23.6 0.18 28.0 B John Muir II 40 13.5 3.2 16.7 0.12 25.3 C S. San Carlos Dr. II 40 29.0 2.7 31.7 0.28 32.3 B Walnut Ave. II 40 36.1 25.3 61.4 0.36 21.4 D Wimbledon II 45 31.6 14.4 46.0 0.32 25.0 C Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 2.2 21.3 0.17 28.0 B N. Via Monte II 40 31.2 12.3 43.5 0.31 25.3 C Oak Grove II 40 24.0 34.0 58.0 0.21 12.9 F Total II 397.6 212.0 609.6 3.57 21.1 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 3.5 28.9 0.23 28.8 B Wiget Lane II 40 31.2 14.2 45.4 0.31 24.3 C Lennon Lane II 40 19.1 11.2 30.3 0.17 19.7 D Wimbledon II 45 17.2 9.7 26.9 0.16 21.2 D Bancroft Rd. II 45 31.6 40.8 72.4 0.32 15.9 E N.San Carlos Dr. II 40 36.1 8.7 44.8 0.36 29.3 B John Muir II 40 29.0 9.3 38.3 0.28 26.7 C Kinross Dr. II 40 13.5 6.8 20.3 0.12 20.8 D Marchbanks Dr II 40 21.1 6.3 27.4 0.18 24.1 C Homestead Ave II 40 36.5 23.5 60.0 0.38 22.8 C Walnut Blvd II 35 19.6 35.8 55.4 0.16 10.2 F N.Civic Dr. II 35 28.2 14.2 42.4 0.24 20.1 D N.Broadway II 30 19.9 5.8 25.7 0.15 20.8 D N.Main St. II 30 22.2 14.8 37.0 0.17 16.1 E California Blvd. II 30 17.0 11.0 28.0 0.12 15.5 E Oakland Blvd II 30 17.4 19.9 37.3 0.13 12.5 F SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 235.7 637.5 3.59 20.3 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 31.0 48.0 0.15 11.1 F Jones Rd II 40 17.0 26.8 43.8 0.15 12.1 F Cherry Ln II 40 23.5 6.1 29.6 0.20 24.9 C Candelero Dr. II 40 35.6 4.3 39.9 0.36 32.5 B Bancroft Rd. II 40 21.1 22.0 43.1 0.18 15.3 E Carriage Dr. II 40 25.3 4.8 30.1 0.23 27.5 C Winton Drive II 40 36.2 4.0 40.2 0.38 33.8 B Oak Grove Plaza II 40 38.5 2.9 41.4 0.40 34.9 B Oak Grove Road II 40 15.5 23.2 38.7 0.13 12.5 F Total II 229.7 125.1 354.8 2.19 22.2 C

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 8.3 23.8 0.13 20.4 D Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 8.3 44.5 0.38 30.5 B Bancroft II 40 25.2 31.6 56.8 0.23 14.5 E Candelero Dr. II 40 21.1 14.0 35.1 0.18 18.8 D Cherry Ln II 40 35.6 12.6 48.2 0.36 26.9 C Jones Rd II 40 23.5 56.2 79.7 0.20 9.2 F Oak Rd. II 40 17.0 31.4 48.4 0.15 11.0 F Buskirk Ave II 40 17.0 6.1 23.1 0.15 23.0 C Total II 229.6 169.1 398.7 2.19 19.7 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 20.3 37.1 0.12 11.6 F California Blvd. II 30 17.4 41.8 59.2 0.13 7.9 F Main St. II 30 17.0 9.3 26.3 0.12 16.5 E N.Broadway II 30 22.2 32.9 55.1 0.17 10.8 F N.Civic Dr. II 30 19.9 67.2 87.1 0.15 6.1 F Walnut Blvd II 35 28.2 14.0 42.2 0.24 20.2 D Homestead Ave II 35 19.6 6.5 26.1 0.16 21.7 D Tampico II 40 36.5 7.2 43.7 0.38 31.4 B La Cassa Via II 40 21.1 6.0 27.1 0.18 24.4 C John Muir II 40 13.5 4.7 18.2 0.12 23.2 C S. San Carlos Dr. II 40 29.0 8.0 37.0 0.28 27.6 C Walnut Ave. II 40 36.1 21.8 57.9 0.36 22.7 C Wimbledon II 45 31.6 6.4 38.0 0.32 30.2 B Lennon Lane II 45 17.2 0.2 17.4 0.16 32.7 B Wiget Lane II 45 18.1 4.1 22.2 0.17 26.9 C S. Via Monte II 45 30.3 3.3 33.6 0.31 32.8 B Oak Grove Rd. II 45 24.0 36.9 60.9 0.23 13.7 E Total II 398.5 290.6 689.1 3.59 18.7 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 4.4 28.4 0.23 29.3 B Wiget Lane II 45 30.3 15.5 45.8 0.31 24.0 C Lennon Lane II 45 18.1 8.5 26.6 0.17 22.4 C Wimbledon II 45 17.2 6.3 23.5 0.16 24.2 C Bancroft Rd. II 45 31.6 27.6 59.2 0.32 19.4 D N.San Carlos Dr. II 40 36.1 13.2 49.3 0.36 26.6 C John Muir II 40 29.0 8.2 37.2 0.28 27.5 C Kinross Dr. II 40 13.5 11.5 25.0 0.12 16.9 E Marchbanks Dr II 40 21.1 10.0 31.1 0.18 21.3 D Homestead Ave II 40 36.5 12.7 49.2 0.38 27.9 C Walnut Blvd II 35 19.6 11.5 31.1 0.16 18.2 D N.Civic Dr. II 35 28.2 43.1 71.3 0.24 12.0 F N.Broadway II 30 19.9 6.0 25.9 0.15 20.7 D N.Main St. II 30 22.2 12.4 34.6 0.17 17.2 D California Blvd. II 30 17.0 17.1 34.1 0.12 12.7 F Oakland Blvd II 30 17.4 81.6 99.0 0.13 4.7 F SB I-680 On-ramp II 30 16.8 0.0 16.8 0.12 25.6 C Total II 398.5 289.6 688.1 3.59 18.8 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 2 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 35 18.5 39.0 57.5 0.15 9.2 F Jones Rd II 35 18.5 10.5 29.0 0.15 18.3 D Cherry Ln II 35 25.6 15.9 41.5 0.20 17.7 D Candelero Dr. II 38 35.6 2.0 37.6 0.36 34.5 B Bancroft Rd. II 40 20.7 23.6 44.3 0.18 14.6 E Carriage Dr. II 40 25.3 30.6 55.9 0.23 14.8 E Winton Drive II 40 36.2 24.0 60.2 0.38 22.5 C Oak Grove Plaza II 40 38.5 34.0 72.5 0.40 19.9 D Oak Grove Road II 40 15.5 54.8 70.3 0.13 6.9 F Total II 234.4 234.4 468.8 2.18 16.8 E

Arterial Level of Service: WB Treat Blvd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 21.9 37.4 0.13 13.0 F Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 9.8 46.0 0.38 29.5 B Bancroft Rd. II 40 25.2 36.5 61.7 0.23 13.3 E Candelero Dr. II 40 21.1 11.8 32.9 0.18 20.1 D Cherry Ln II 38 35.6 7.7 43.3 0.36 29.9 B Jones Rd II 35 25.6 12.9 38.5 0.20 19.1 D Oak Rd. II 35 18.5 28.6 47.1 0.15 11.3 F Buskirk Ave II 35 18.5 3.8 22.3 0.15 23.8 C Total II 234.7 133.6 368.3 2.19 21.4 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 1 Arterial Level of Service AM Peak Hour 12/12/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 24.5 41.3 0.12 10.4 F California Blvd. II 30 17.4 24.7 42.1 0.13 11.1 F Main II 30 17.0 3.8 20.8 0.12 20.8 D N.Broadway II 35 20.7 11.6 32.3 0.17 18.5 D Civic Dr. II 35 18.6 25.3 43.9 0.15 12.2 F Walnut Blvd II 35 28.2 15.2 43.4 0.24 19.6 D Homestead Ave II 35 19.6 2.8 22.4 0.16 25.3 C Tampico II 40 36.5 7.4 43.9 0.38 31.2 B La Cassa Via II 40 21.1 2.6 23.7 0.18 27.9 C John Muir II 40 13.5 3.2 16.7 0.12 25.3 C S. San Carlos Dr. II 40 29.0 2.7 31.7 0.28 32.3 B Walnut Ave. II 40 36.1 25.6 61.7 0.36 21.3 D Wimbledon II 45 31.6 14.4 46.0 0.32 25.0 C Lennon Lane II 45 17.2 0.1 17.3 0.16 32.9 B Wiget Lane II 40 19.1 2.3 21.4 0.17 27.9 C N. Via Monte II 40 31.2 12.3 43.5 0.31 25.3 C Oak Grove II 40 24.0 34.0 58.0 0.21 12.9 F Total II 397.6 212.5 610.1 3.57 21.0 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 40 25.4 3.8 29.2 0.23 28.5 B Wiget Lane II 40 31.2 14.5 45.7 0.31 24.1 C Lennon Lane II 40 19.1 11.6 30.7 0.17 19.4 D Wimbledon II 45 17.2 9.8 27.0 0.16 21.1 D Bancroft Rd. II 45 31.6 41.1 72.7 0.32 15.8 E N.San Carlos Dr. II 40 36.1 9.1 45.2 0.36 29.0 B John Muir II 40 29.0 9.5 38.5 0.28 26.6 C Kinross Dr. II 40 13.5 7.1 20.6 0.12 20.5 D Marchbanks Dr II 40 21.1 6.4 27.5 0.18 24.0 C Homestead Ave II 40 36.5 23.7 60.2 0.38 22.8 C Walnut Blvd II 35 19.6 37.9 57.5 0.16 9.8 F N.Civic Dr. II 35 28.2 14.3 42.5 0.24 20.1 D N.Broadway II 30 19.9 5.8 25.7 0.15 20.8 D N.Main St. II 30 22.2 15.0 37.2 0.17 16.0 E California Blvd. II 30 17.0 11.0 28.0 0.12 15.5 E Oakland Blvd II 30 17.4 20.0 37.4 0.13 12.5 F SB I-680 On-ramp II 30 16.8 0.2 17.0 0.12 25.3 C Total II 401.8 240.8 642.6 3.59 20.1 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 2 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Rd. II 40 17.0 31.3 48.3 0.15 11.0 F Jones Rd II 40 17.0 28.2 45.2 0.15 11.8 F Cherry Ln II 40 23.5 6.6 30.1 0.20 24.5 C Candelero Dr. II 40 35.6 4.6 40.2 0.36 32.2 B Bancroft Rd. II 40 21.1 27.3 48.4 0.18 13.7 E Carriage Dr. II 40 25.3 5.2 30.5 0.23 27.2 C Winton Drive II 40 36.2 4.3 40.5 0.38 33.5 B Oak Grove Plaza II 40 38.5 3.0 41.5 0.40 34.8 B Oak Grove Road II 40 15.5 28.1 43.6 0.13 11.1 F Total II 229.7 138.6 368.3 2.19 21.4 D

Arterial Level of Service: WB Treat Boulevard

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS Oak Grove Plaza II 40 15.5 8.7 24.2 0.13 20.1 D Winton Drive II 40 38.5 0.6 39.1 0.40 36.9 A Carriage Dr. II 40 36.2 8.3 44.5 0.38 30.5 B Bancroft II 40 25.2 33.3 58.5 0.23 14.1 E Candelero Dr. II 40 21.1 14.7 35.8 0.18 18.5 D Cherry Ln II 40 35.6 12.8 48.4 0.36 26.8 C Jones Rd II 40 23.5 60.4 83.9 0.20 8.8 F Oak Rd. II 40 17.0 31.4 48.4 0.15 11.0 F Buskirk Ave II 40 17.0 6.1 23.1 0.15 23.0 C Total II 229.6 176.3 405.9 2.19 19.4 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 1 Arterial Level of Service PM PEAK HOUR 12/13/2013 Arterial Level of Service: EB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS NB I-680 Off-ramp II 30 16.8 20.3 37.1 0.12 11.6 F California Blvd. II 30 17.4 43.0 60.4 0.13 7.7 F Main St. II 30 17.0 10.2 27.2 0.12 15.9 E N.Broadway II 30 22.2 33.4 55.6 0.17 10.7 F N.Civic Dr. II 30 19.9 76.2 96.1 0.15 5.6 F Walnut Blvd II 35 28.2 15.6 43.8 0.24 19.5 D Homestead Ave II 35 19.6 7.0 26.6 0.16 21.3 D Tampico II 40 36.5 7.9 44.4 0.38 30.9 B La Cassa Via II 40 21.1 6.4 27.5 0.18 24.0 C John Muir II 40 13.5 5.0 18.5 0.12 22.9 C S. San Carlos Dr. II 40 29.0 8.5 37.5 0.28 27.3 C Walnut Ave. II 40 36.1 24.2 60.3 0.36 21.8 D Wimbledon II 45 31.6 6.7 38.3 0.32 30.0 B Lennon Lane II 45 17.2 0.6 17.8 0.16 32.0 B Wiget Lane II 45 18.1 5.8 23.9 0.17 25.0 C S. Via Monte II 45 30.3 3.3 33.6 0.31 32.8 B Oak Grove Rd. II 45 24.0 38.0 62.0 0.23 13.4 E Total II 398.5 312.1 710.6 3.59 18.2 D

Arterial Level of Service: WB Ygnacio Valley Rd.

Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (s) (mi) Speed LOS N. Via Monte II 45 24.0 5.9 29.9 0.23 27.8 C Wiget Lane II 45 30.3 15.9 46.2 0.31 23.8 C Lennon Lane II 45 18.1 9.2 27.3 0.17 21.9 D Wimbledon II 45 17.2 6.5 23.7 0.16 24.0 C Bancroft Rd. II 45 31.6 28.6 60.2 0.32 19.1 D N.San Carlos Dr. II 40 36.1 13.8 49.9 0.36 26.3 C John Muir II 40 29.0 8.6 37.6 0.28 27.2 C Kinross Dr. II 40 13.5 11.5 25.0 0.12 16.9 E Marchbanks Dr II 40 21.1 10.6 31.7 0.18 20.9 D Homestead Ave II 40 36.5 13.1 49.6 0.38 27.6 C Walnut Blvd II 35 19.6 11.8 31.4 0.16 18.0 D N.Civic Dr. II 35 28.2 43.5 71.7 0.24 11.9 F N.Broadway II 30 19.9 5.9 25.8 0.15 20.7 D N.Main St. II 30 22.2 12.8 35.0 0.17 17.0 D California Blvd. II 30 17.0 17.8 34.8 0.12 12.4 F Oakland Blvd II 30 17.4 84.7 102.1 0.13 4.6 F SB I-680 On-ramp II 30 16.8 0.0 16.8 0.12 25.6 C Total II 398.5 300.2 698.7 3.59 18.5 D

Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 2

Appendix E

Trip Generation Assumptions Memorandum

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013 memorandum

Date: March 27, 2013 Whitlock & Weinberger Transportation, Inc. To: Mr. Rafat Raie From: Mark Spencer 475 14th Street Ms. Simin Timuri Tony Henderson Suite 290 City of Walnut Creek Oakland, CA 94612 Project: WCR005 voice (510) 444-2600

website www.w-trans.com email [email protected] Subject: Shadelands Specific Plan – Trip Generation Assumptions

This memorandum outlines trip generation methodologies and assumptions proposed to be utilized in the traffic analysis for the Shadelands Gateway Specific Plan.

Project Trip Generation

The anticipated trip generation for the proposed project was estimated using standard rates published by the Institute of Transportation Engineers (ITE) in Trip Generation Manual, 9th Edition, 2012, for the following land uses.

• Supermarket, ITE Land Use # 850 • Shopping Center, ITE Land Use # 820 • Health/Fitness Club, ITE Land Use # 492 • Senior Adult Housing (Attached) , ITE Land Use # 252 • Medical-Dental Office, ITE Land Use # 720

Two alternative land use plans are being proposed. The supermarket, shopping center and senior housing elements would be identical for the two alternatives. However, the two alternatives would vary in providing either a health/fitness club (Option A) or a medical-dental office building (Option B).

Where available, the fitted-curve equation provided in the ITE publication was applied instead of the average rate to determine the trip generation rates. The size of each of the proposed components and resulting trip generation estimates are shown on the attached table.

The site is currently occupied by two office buildings with a total of 126,000 square feet of floor area; however, the building space is not currently fully utilized. Based upon data provided by the applicant, when traffic volume data were collected the site was occupied by approximately 230 employees. General Office Building rates (ITE LU # 710) were applied to these existing office buildings, with the number of employees used as the independent variable.

Internal Capture Trips

The Trip Generation Manual also includes data and methodologies that can be applied to determine the proportion of internal trips that may occur within a development area that includes a variety of land uses. Internal trips occur within mixed-use developments, and in the case of the proposed development would consist of residents patronizing adjacent retail, grocery and restaurant uses. Other forms of internal capture include employees of non-residential uses patronizing other non-residential uses (such Mr. Rafat Raie Page 2 March 27, 2013 as employees of the major retail anchor eating at adjacent restaurants) as well as customers utilizing more than one retail or service use within the center during a single visit. However, the shopping center land use category in the ITE Trip Generation Manual already accounts for trips that would be made between the various components of the shopping center. Therefore, internal capture rates were calculated only for the interaction between the residential and shopping center uses. The majority of these trips would be made by walking, and the few that would be made by automobile would only travel on-site, so would not affect the adjacent street network.

Data published by ITE indicate that the interaction between residential and retail uses generally ranges between 12 and 20 percent and can be as high as 53 percent. Based on the proposed site plan layout, the mixes of land uses, knowledge of the local area and professional judgment, a mid-range, conservative internal capture rate of 15 percent was applied to the interaction of retail and residential uses during the p.m. peak hour analysis. Since this analysis does not include the potential office building or gym/fitness center, the internal capture rates applied would be identical for both land use scenarios. This rate was applied to the total trips for whichever land use had a lower trip generation for that study period – which for this analysis is the residential uses for all study scenarios – then that number was doubled to account for both the outbound and inbound ends of the trip.

In general, it is expected that the potential for internal capture trip reductions is highest when traffic on the adjacent streets is highest, which occurs during the mid-afternoon and evening periods. Furthermore, traffic generated by retail and service uses during the a.m. peak hour is largely driven by employees of these uses and less by customers. However, supermarkets are generally open during the morning peak period, and although other shopping center tenants are not known at this time, they could be open and oriented towards morning usage (such as a coffee shop, bagel café, dry cleaner, etc.) which could also be conducive towards internal capture trips. Therefore the internal capture rate during the a.m. peak hour will be half that applied for the p.m. peak period, resulting in a rate of 7.5 percent. Midday and early afternoon periods are expected to experience travel characteristics that are more similar to the p.m. peak hour than the a.m. peak hour, therefore, for overall daily trip generation, an internal capture rate of 12 percent was applied.

Pass-by Trips

Some portion of traffic associated with the shopping center including the grocery store, other retail stores, various services and fast food restaurant uses is drawn from existing traffic on nearby streets. These vehicle trips are not considered "new," but are instead comprised of drivers who are already driving on the adjacent street system and choose to make an interim stop, and are referred to as “pass- by.” An example of a pass-by trip would include a commuter on Ygnacio Valley Road who works in Downtown Walnut Creek that plans on grocery shopping during their commute home. These pass-by trips could either be planned stop along the route or an impulsive, unplanned stop to patronize a service that the driver notices along their route. The percentage of these pass-by trips was developed based on information provided in the Trip Generation Manual.

The resource provides pass-by data for a limited number of land uses, most of which are retail and service oriented. For the purpose of this analysis data provided for Shopping Center land uses were applied to both the shopping center and grocery components. Considering the similar type of use and trip characteristics, pass-by rates are expected to be similar for both the shopping center and supermarket uses, and therefore these two uses were combined for the sole purpose of developing a pass-by rate. Applying the published fitted curve equation for the combined shopping center and supermarket area of 180 ksf results in a recommended pass-by rate of 32.9 percent during the p.m. peak Mr. Rafat Raie Page 3 March 27, 2013 hour; however, to provide a conservative analysis, an overall pass-by rate of 30 percent was applied to the p.m. peak hour analysis for the shopping center and supermarket uses.

Similar to internal capture rates, the potential for pass-by trip reduction is less during the a.m. peak hour than the evening; however, some of the proposed land uses would be conducive to pass-by trips during the morning peak period. Therefore, pass-by rates for the daily and a.m. peak hour were developed based on professional judgment along with knowledge of the local area and proposed land uses. The pass-by rate was conservatively reduced by half during the a.m. peak hour to be 15 percent for the shopping center and supermarket uses. Midday and early afternoon periods are expected to experience travel characteristics that are more similar to the p.m. peak hour than the a.m. peak hour, therefore, for overall daily traffic analysis, a pass-by rate of 25 percent was applied. These pass-by reductions were applied to the trips remaining after the deduction for internal capture was applied.

While already traveling through adjacent intersections, these pass-by trips may be redirected based on the location of site access. For example, a driver who would be traveling through an intersection may now make a left-turn movement to a side street to ultimately enter the project driveway. Then, upon leaving, that driver would complete another turning movement at the intersection to return to the original travel path. Therefore, traffic volumes at adjacent intersections will be adjusted to account for this shift.

Total Trip Generation

After applying the recommended reduction rates, Option A with the health club is expected to generate the highest number of trips during the p.m. peak period; however, Option B with the medical office would generate more trips during the a.m. peak period. Since the p.m. peak period hour has the highest level of traffic on adjacent streets, and therefore is the critical period for analysis, the trip generation for Option A will be applied to all quantitative analysis as this represents an overall worst case. Option B will be discussed in a qualitative comparative manner.

Trip Distribution

The pattern used to allocate new project trips to the street network was based local travel patterns, knowledge of the area and the location of likely origins and destinations. These assumptions are outlined in the following table. Mr. Rafat Raie Page 4 March 27, 2013

Trip Distribution Assumptions Route Percent Ygnacio Valley Road to/from the east 15% Ygnacio Valley Road to/from the west 15% Oak Grove Road to/from the south 5% Oak Grove Road to/from the north 5% Treat Boulevard to/from the east 10% Treat Boulevard to/from the west 10% Citrus Avenue to/from the east 5% Peachwillow Avenue to/from the east 4% North Via Monte to/from the south 4% Wiget Lane to/from the south 5% Walnut Avenue to/from the south 7% Bancroft Avenue to/from the north 10% External to the Specific Plan Area, but within 5% the greater Shadelands Business Park Area TOTAL 100%

MES/tdh/WCR005.M1.doc

Attachments: Table 1 – Trip Generation for Shadelands Gateway Specific Plan

Table 1 ‐ Trip Generation for Shadelands Gateway Specific Plan

OPTION A (with Health Club) AM Peak AM Trips PM Peak PM Trips Daily Trip Hour Trip Hour Trip Size Rate Daily Trips Rate % In/% Out Total In OutRate % In/% Out Total In Out ITE Land Use Code Grocery 55 ksf 92.25 5,074 3.40 62/38 187 116 71 9.10 51/49 501 255 246 850 Supermarket (1) Shopping Center 125 ksf 62.81 7,851 1.43 62/38 179 111 68 5.57 48/52 696 334 362 820 Shopping Center (2) Health Club 45 ksf 32.93 1,482 1.41 50/50 63 32 31 3.45 57/43 155 88 67 492 Health/Fitness Club (4) Senior Housing 200 du 3.09 618 0.20 34/66 40 14 26 0.25 54/46 50 27 23 252 Senior Adult Housing (Attached) (5) subtotal 15,025 469 273 196 1,402 704 698 Internal Capture Trip Reduction ‐12% ‐148 ‐7.5% ‐6 ‐2 ‐4 ‐15% ‐15 ‐8 ‐7 Subtotal after Internal Capture 14,877 463 271 192 1,387 696 691 Pass‐by (Grocery & Retail only) ‐25% ‐3,213 ‐15% ‐54 ‐34 ‐20 ‐30% ‐357 ‐176 ‐181 Total 11,664 409 237 172 1,030 520 510 Existing Land Use ‐230 empls 3.90 ‐897 0.59 88/12 ‐136 ‐120 ‐16 0.63 17/83 ‐145 ‐25 ‐120 710 General Office Building (6) Net Trips 10,767 273 117 156 885 495 390

OPTION B (with Medical Office) AM Peak AM Trips PM Peak PM Trips Daily Trip Hour Trip Hour Trip Size Rate Daily Trips Rate % In/% Out Total In OutRate % In/% Out Total In Out ITE Land Use Code Grocery 55 ksf 92.25 5,074 3.40 62/38 187 116 71 9.10 51/49 501 255 246 850 Supermarket (1) Shopping Center 125 ksf 62.81 7,851 1.43 62/38 179 111 68 5.57 48/52 696 334 362 820 Shopping Center (2) Medical Office 45 ksf 36.13 1,626 2.39 79/21 108 85 23 3.16 28/72 142 40 102 720 Medical‐Dental Office (4) Senior Housing 200 du 3.09 618 0.20 34/66 40 14 26 0.25 54/46 50 27 23 252 Senior Adult Housing (Attached) (5) subtotal 15,169 513 326 187 1,389 656 733 Internal Capture Trip Reduction ‐12% ‐148 ‐7.5% ‐6 ‐2 ‐4 ‐15% ‐15 ‐8 ‐7 Subtotal after Internal Capture 15,021 507 324 183 1,374 648 726 Pass‐by (Grocery & Retail only) ‐25% ‐3,213 ‐15% ‐54 ‐34 ‐20 ‐30% ‐357 ‐176 ‐181 Total 11,808 453 290 163 1,017 472 545 Existing Land Use ‐230 empls 3.90 ‐897 0.59 88/12 ‐136 ‐120 ‐16 0.63 17/83 ‐145 ‐25 ‐120 710 General Office Building (6) Net Trips 10,911 317 170 147 872 447 425

General Notes ksf = thousand sq. ft.; du = dwelling unit ITE = Institute of Transportation Engineers All peak hour trip generation estimations were developed for the peak hour of adjacent street traffic Source: ITE Trip Generation , 9th Edition

Land Use Specific Notes (1) Daily and PM peak hour rates were developed using fitted curve equations provided by ITE; however, a fitted curve equation is not published for the AM peak hour, so the average rate was applied (2) The fitted curve equation was used with 180 ksf of total retail/grocery space to develop a retail rate which was applied to non‐grocery retail uses (3) No fitted curve equations are provide, so average rates were applied (4) No fitted curve equations are provided for Daily or AM Peak hour, so average rates were applied to these periods; a fitted curve was applied to the PM peak hour for 45 ksf of development (5) The fitted curve equation was applied to all analysis periods for 200 dwelling units (6) The fitted curve equation was applied to all analysis periods for 230 employees

W‐Trans 3/27/2013

Appendix F

Baseline Traffic Volume Development Memorandum

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013 memorandum

Date: April 2, 2013 Whitlock & Weinberger Transportation, Inc. To: Mr. Rafat Raie From: Mark Spencer 475 14th Street Ms. Simin Timuri Tony Henderson Suite 290 City of Walnut Creek Oakland, CA 94612 Project: WCR005 voice (510) 444-2600

website www.w-trans.com email [email protected] Subject: Shadelands Gateway Specific Plan Traffic Analysis – Baseline Traffic Volume Development

This memorandum outlines trip generation methodologies and assumptions proposed to be utilized in developing baseline traffic volumes for the Shadelands Gateway Specific Plan traffic analysis. The baseline scenario represents the period in time when the project, if approved, is likely to be constructed and begin operations. Based on the amount of time expected to be necessary to complete the CEQA- review period, and the applicant’s anticipated construction schedule, the year 2015 was established as the baseline year. This scenario is used as a basis for determining the project’s impacts.

Baseline Traffic Volume Development

Baseline traffic volumes will be developed by adding traffic that will be generated by approved and pending projects to the existing traffic volume data collected in January 2012. City of Walnut Creek staff provided a list of recently approved and pending projects in the vicinity of the Shadelands Gateway Specific Plan site that will likely be constructed and operating by 2015 – this list is enclosed for reference. City staff also consulted with the City of Concord to determine if there are any projects in Concord that should be included in this list, but none were identified. Where available, the approved traffic impact studies for these projects were used to determine the project’s anticipated trip generation and distribution of those trips. When a traffic impact study was not readily available for a particular baseline project trip generation rates were developed based on standard rates published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9th Edition, 2012. The following sections describe how traffic volumes were developed for the applicable baseline projects. Note that these sections only pertain to the baseline projects; the cumulative projects will be addressed separately.

Baseline Projects with a Traffic Impact Study

Where a traffic impact study was readily available and provided by City staff, the trip generation data presented in the report were applied directly to this analysis. The trips were then distributed to the regional transportation network based on data published in these reports. These projects, and the associated traffic projected to be generated, are shown on the enclosed table.

Baseline Projects without a Traffic Impact Study

Where a traffic impact study was not available for a baseline project, the anticipated trip generation for the proposed project was estimated using standard rates published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9th Edition, 2012. If a proposed project would replace a building that was in use at the time that the traffic volume data were collected, then the trip generation rates for this Mr. Rafat Raie Page 2 April 2, 2013 use were subtracted out to determine the number of net new trips that would be generated. These projects, along with the associated land use categories, project size and anticipated trip generation are shown on the enclosed table.

The trips generated by these baseline projects without a traffic study will be distributed to the regional network based on the rates shown in the following table. These rates were developed based on knowledge of the area, regional traffic trends, the location of likely origin and destination points and professional judgment. Trip distribution assumptions for the analysis of the Shadelands Gateway Specific Plan’s trip generation is presented separately in the Shadelands Specific Plan – Trip Generation Assumptions memorandum.

Trip Distribution Assumptions Route Percent Ygnacio Valley Road to/from the west 15% Ygnacio Valley Road to/from the east 5% Treat Boulevard to/from the east 10% Treat Boulevard-Geary Rd to/from the west 10% Oak Grove Road to/from the north 5% Oak Grove Road to/from the south 5% I-680 to/from the south 20% I-680 to/from the north 20% Bancroft Road to/from the north 5% Walnut Avenue to/from the south 5% TOTAL 100%

MEX/tdh/WCR005.M2.doc

Attachments: Shadelands Gateway Specific Plan Project List for EIR Analysis Trip Generation Summary for Baseline Projects without a Traffic Impact Study Trip Generation Summary for Baseline Projects with a Traffic Impact Study

Shadelands Gateway Specific Plan Project List for EIR Analysis Site Project Name and Location Acres Description Number Baseline Projects (Projects anticipated to be constructed and occupied by October 2015) Construct 10 new affordable attached units on Pleasant Creek Homes 1 .61 vacant lot 1935 Barkley Avenue (10 net new units) Demolish two single family residences, Villagewalk Condos 2 .30 construct 12 condominiums 1725-1727 Lacassie Avenue (10 net new units)

Demolish one unit and construct 12 Cole Terrace Subdivision/Condominiums 3 .35 condominiums 1756 Cole Avenue (11 net new units)

Demolish two units and construct 13 Geary/Hall Residential Development 4 .97 condominiums 1579 Geary Road (11 net new units) Demolish 6,600-square foot retail building and vacant seven-story office building to The Village at 1500 Newell Avenue construct new 37,000 square feet of retail and 5 (Mixed Use) 1.89 49 condominium units 1500 Newell Avenue (49 net new units, 30,400 sq. ft. net new commercial) Demolished a motel and pending construction North Main Apartments of 126 apartment units, including three live- 6 1960 North Main Street 1.20 work units Mill Creek Residential Trust (126 net new units) Demolish vacant office building and construct BRIO (formerly “Paragon Apartments”) 7 5.07 300 apartment units 141 North Civic Drive (300 net new units) Modification of (e) 17,159 sq. ft. building and KLA Schools parking lot in order to establish a daycare 8 4.59 298 N. Wiget Lane program for 226 children, ages three months to six years Demo (e) office building, construct six-story multi-family residential building w/ 100 The Arroyo Apartments 9 1.00 apartments and two levels of above-ground 1250 Arroyo Way parking w/ 135 stalls (100 net new units) New six-story mixed-use building w/ 140 1500 N. California apartments and 19,400 sq. ft. of retail 10 1.23 1500 N. California Blvd, LLC (140 net new units, and 6,642 sq. ft. net new commercial) Construct 17,178-square foot insurance Progressive Insurance Claims Building office, claims, and inspection facility on 11 1.93 2860 N. Main Street vacant lot (17,178 sq. ft. net new commercial) Remodel existing shopping center buildings, Encina Grande Shopping Center parking lot, landscaping & add approximately 12 Addition and Remodel 9.45 6,353 square feet. 2895 Ygnacio Valley Road (6,353 sq. ft. net new commercial)

Modification of (e) 3,050 sq. ft. home to Kid Time Day Care Center 13 1.00 establish a day care center for 80 children, 200 Mayhew Way ages two to five years Trip Generation ITE Weekday AM PEAK PM PEAK Number Units Land Use Land Use Trip Rate Total Trip Rate Number In In In Out Out Out Trip Rate Number In In In Out Out Out of Units Number No./Type per Unit Trips per Unit of Trips % Rate Trips % Rate Trips per Unit of Trips % Rate Trips % Rate Trips

Trip Generation for Baseline Projects without a Traffic Impact Study

Pleasant Creek Homes 10 units 220 Apartment 6.65 67 0.51 5 20 0.10 1 80 0.41 4 0.62 6 65 0.40 4 35 0.22 2

Villagewalk Condos -2 units 210 Single Family Detached Housing 9.52 -19 0.75 -2 25 0.19 0 75 0.56 -2 1.01 -2 63 0.64 -1 37 0.37 -1 12 units 230 Residential Condominium/Townhouse 5.81 70 0.44 5 17 0.07 1 83 0.37 4 0.52 6 67 0.35 4 33 0.17 2 Total 51 3 1 2 4 3 1

Cole Terrace Subdivision/Condominiums -1 units 210 Single Family Detached Housing 9.52 -10 0.75 -1 25 0.19 0 75 0.56 -1 1.01 -1 63 0.64 -1 37 0.37 0 12 units 230 Residential Condominium/Townhouse 5.81 70 0.44 5 17 0.07 1 83 0.37 4 0.52 6 67 0.35 4 33 0.17 2 Total 60 4 1 3 5 3 2

Geary/Hall Residential Development -2 units 210 Single Family Detached Housing 9.52 -19 0.75 -2 25 0.19 0 75 0.56 -2 1.01 -2 63 0.64 -1 37 0.37 -1 13 units 230 Residential Condominium/Townhouse 5.81 76 0.44 6 17 0.07 1 83 0.37 5 0.52 7 67 0.35 5 33 0.17 2 Total 57 4 1 3 5 4 1

North Main Apartments1 126 units 220 (F) Apartment 7.04 887 0.52 65 20 0.10 13 80 0.42 52 0.69 87 65 0.45 57 35 0.24 30

KLA Schools 226 students 565 (F) Day Care Center 4.64 1049 0.75 170 53 0.40 90 47 0.35 80 1.02 231 47 0.48 109 53 0.54 122

Encina Grade Shopping Center 6.353 ksf 820 Shopping Center 42.70 271 0.96 6 62 0.60 4 38 0.36 2 3.71 24 48 1.78 11 52 1.93 13

Kid Time Day Care Center 80 Students 565 (F) Day Care Center 4.37 350 0.79 63 53 0.42 33 47 0.37 30 1.05 84 47 0.49 40 53 0.56 44

Notes: 1. The proposed project will replace a motel that was closed at the time existing traffic volume counts were obtained. Trip Generation 9th Edition Weekday AM PEAK PM PEAK Number Units Land Use Land Use Trip Rate Total Trip Rate Number In Out Trip Rate Number In Out of Units Number No./Type per Unit Trips per Unit of Trips Trips Trips per Unit of Trips Trips Trips

Trip Generation for Baseline Projects with a Traffic Impact Study

The Village at 1500 Newell Avenue1 -58.203 ksf 710 General Office Building 11.01 -642 1.55 -90 -79 -11 1.49 -87 -15 -72 -2.2 ksf 814 Specialty Retail 44.32 -98 0 0 0 2.71 -6 -3 -3 -4.4 ksf 851 Convenience Market 737.99 -3248 67.03 -295 -148 -147 52.41 -231 -118 -113 49 units 230 Residential Condominium/Townhouse 5.81 286 0.44 22 4 18 0.52 25 17 8 38.079 ksf 820 Shopping Center 30.33 1156 0.62 24 15 9 2.86 109 53 56 Total -2546 -339 -208 -131 -190 -66 -124

BRIO (formerly "Paragon Apartments")2 300 units 220 Apartment 6.47 1940 0.50 151 30 121 0.61 183 119 64 10% vehicle trip reduction (due to alternate modes) -194 -15 -3 -12 -18 -12 -6 Total 1746 136 27 109 165 107 58

The Arroyo Apartments3 107 units 220 Apartment 6.65 712 0.51 55 11 44 0.62 66 43 23

1500 N California4 141 units 220 Apartment 6.94 978 0.52 73 15 58 0.67 95 62 33 18.25 ksf 820 Shopping Center 30.36 554 0.60 11 7 4 3.01 55 27 28 -12.253 ksf 820 Shopping Center 30.36 -372 0.65 -8 -5 -3 3.02 -37 -18 -19 Total 1160 76 17 59 113 71 42

Progressive Insurance Clams Building5 4.1 ksf Site-Specific Trip Generation Rate 13.92 57 43 14 10.34 42 6 36

Notes: 1. From 1500 Newell Traffic Report, Kimley-Horn & Associates, September 10, 2009. LU 814 has no AM trips. 2. From Paragon Apartments at 141 North Civic Center Drive Transportation Impact Analysis , Fehr & Peers, March 2012. 3. From Broadway Plaza Long Range Master Plan EIR, March 2012, Approved and Pending Developments List. Daily trips calculated using ITE data 4. From 1500 N. California Boulevard Project Draft EIR, AECOM, December 2012. 5. From trip generation table provided by City of Walnut Creek for project Y12018. Directional split is assumed to be: AM peak 75% in/25% out; PM peak 15% in/85% out

Appendix G

Cumulative Traffic Volume Development Memorandum

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013 memorandum

website www.w-trans.com email [email protected] Subject: Shadelands Gateway Specific Plan Traffic Analysis – Cumulative Traffic Volume Development

This memorandum outlines methodologies and assumptions proposed to be utilized in developing cumulative traffic volumes for the Shadelands Gateway Specific Plan traffic analysis. To be consistent with the City’s General Plan and regional planning efforts, a cumulative analysis year of 2030 was selected for this project.

Base Cumulative Traffic Volume Development

Segment volumes for the horizon year of 2030 were obtained from the Contra Costa County Transportation Authority’s (CCTA) gravity demand model and translated to turning movement volumes at each of the study intersections using a combination of the “Furness” method and factoring, depending on how the model was configured at each intersection. The Furness method is an iterative process that employs existing turn movement data, existing link volumes and future link volumes to project likely turning future movement volumes at intersections.

The CCTA provided W-Trans with travel demand model data on March 18, 2013, which represents the most recently approved version of the model.

Modification to Cumulative Traffic Volumes

Since the time the Contra Costa County Transportation Authority’s travel demand model was last updated, the City of Walnut Creek has approved several amendments to its General Plan which would result in additional traffic generated by new developments. To account for these additional developments the City of Walnut Creek staff provided a list of recently approved and pending projects in the vicinity of the Shadelands Gateway Specific Plan site that will likely be constructed and operating by 2030, but after the 2015 horizon year for baseline analysis – this list is enclosed for reference. City staff also consulted with the City of Concord to determine if there are any projects in Concord that should be included in this list, which provided one project on the enclosed list.

The following sections describe how traffic volumes were developed for the applicable cumulative projects.

Cumulative Projects with a Traffic Impact Study

Where a traffic impact study was readily available and provided by City staff, the trip generation data presented in the report were applied directly to this analysis. The trips were then distributed to the Mr. Rafat Raie Page 2 April 2, 2013 regional transportation network based on data published in these reports. These projects, and the associated traffic projected to be generated, are shown on the enclosed table.

Carondelet High School Gymnasium and Natatorium

The cumulative project provided by the City of Concord is the construction of a replacement gymnasium and natatorium at the Carondelet High School. In the Carondelet High School Traffic and Parking Study (Dowling Associates, Inc., 2011) it was found that since the project would replace an existing facility, it would not generate any net new traffic during typical operations. The only time the project would be expected to generate additional new traffic is if the school is selected to host regional athletic tournaments; however, this would only occur a maximum of four times a year and may occur on weekends. Therefore, it is recommended that no adjustments be made to cumulative traffic volumes at study intersections as the project would have a negligible impact on typical daily weekday peak hour traffic volumes.

Cumulative Projects without a Traffic Impact Study

Where a traffic impact study was not available for a cumulative project, the anticipated trip generation for the proposed project was estimated using standard rates published by the Institute of Transportation Engineers (ITE) in Trip Generation, 9th Edition, 2012. If a proposed project would replace a building that was in use at the time that the traffic volume data was collected, the trip generation rates for this use were incorporated to determine the number of net new trips that would be generated. These projects, along with the associated land use categories, project size and anticipated trip generation are shown on the enclosed table.

The trips generated by these cumulative projects will be distributed to the regional network based on the trip distribution assumptions shown in the following table.

Mr. Rafat Raie Page 3 April 2, 2013

Assumptions for the Shadelands Gateway Specific Plan Site

The proposed Specific Plan includes the removal of two existing buildings on the Shadelands Gateway Site and replaces it then with a mixed use residential and commercial development. When estimating traffic that would be generated by the project, the trip generation of the existing use would be subtracted out to determine the number of net new trips that would be generated. At the time that traffic volume data were collected for this analysis there were two office buildings on the Shadelands Gateway Site site totaling 126,000 square feet; however, there were 230 employees. Therefore, for near-term analysis purposes, the traffic generated by 230 employees will be subtracted from the trip generation assumptions.

If development on the site were to be maximized as permitted under current zoning allowances, more than 541,000 square feet of office space could be developed on the site. However, based on discussions with City Staff, it was determined that due to economic conditions it is not realistic to assume full buildout of 541,000 square feet of office space. Therefore, for the cumulative conditions without project analysis, it is assumed that the existing building size remain unchanged but fully occupied.

To determine if any adjustments to the model would be necessary to represent these assumed conditions, the model was reviewed by City Staff to determine the model’s land use assumptions for the Shadelands Gateway Specific Plan site. City Staff determined that assumed employment in the model for the Traffic Analysis Zone that includes the Shadeland Gateway Specific Plan Site indicates that the building size would not be increased, but would be fully occupied. Therefore, no further adjustments were made to model-derived traffic volumes.

The recommended assumptions are summarized in the following table.

Summary of Shadelands Gateway Specific Plan Site Land Use Assumptions Scenario Land Use Assumption Existing 230 office employees Near-Term Baseline 230 office employees Near-Term Baseline plus Specific plan development proposal minus 230 office Project employees Cumulative 126,000 square feet of office space Cumulative plus Project Specific plan development proposal minus 126,000 square feet of office space

MEX/tdh/WCR005.M3.doc

Attachments: Shadelands Gateway Specific Plan Project List for EIR Analysis Trip Generation Summary for Cumulative Projects Shadelands Gateway Specific Plan Project List for EIR Analysis Site Project Name and Location Acres Description Number 2030 Cumulative Projects (Includes Baseline Projects, as well as the following future projects anticipated to be constructed after October 2015) Demolish 10 apartments and construct 48 E’lan (formerly Riviera Homes) 1 0.50 condominiums 1605 Riviera Avenue (38 net new units) Bonanza Heritage Condominiums Demolish two single family residences and 2 1874 and 1882 Bonanza Street, 1826 .40 construct 15 condominium units Sharpe Avenue (13 net new units) Demolish 13 apartments and construct 48 Third Avenue Apartments 3 .86 affordable apartments 2618 Baldwin Lane (35 net new units) Construct 596 apartments, 30,000-square foot Walnut Creek BART Transit Village commercial, and replacement parking at 4 (Mixed Use) 16.2 BART 200 Ygnacio Valley Road (596 net new units, 30,000 sq. ft. net new commercial) Demolish one unit and construct 12 Almond/Oakland Condos 5 .29 condominiums 1526 Oakland Boulevard (11 net new units) Renovation/reconstruction of the Broadway Broadway Plaza Master Plan 25+ Plaza Shopping Center in stages. GPA for Broadway Plaza Shopping Center FAR increase and P-D Rezoning to allow up Note: It was determined that this to 300,000 sq. ft. net new floor area; 6 project was included in the CCTA reconstruction of S. Broadway parking model and therefore will not be garages manually added to the Cumulative (300,000 sq. ft. net new commercial) traffic volume data derived from the model. Construct approximately 1,450 net new Total Cumulative Development dwelling units; approximately 390,573 net new sq. ft. of commercial Source: City of Walnut Creek 2013 2030 Cumulative Projects Outside Walnut Creek (Includes Baseline Projects, as well as the following future projects anticipated to be constructed after October 2015) Addition to existing gymnasium facility at Carondelet HS, including new natatorium; 1 Carondelet HS gymnasium addition 1133 Winton Drive Concord, CA approximately 62,000 net new sq. ft. of community facilities Construct approximately 62,000 net new sq. Total Cumulative Development ft. of community facilities. Source: City of Concord 2013

Trip Generation Weekday AM PEAK PM PEAK Number Units Land Use Land Use Trip Rate Total Trip Rate Number In In In Out Out Out Trip Rate Number In In In Out Out Out of Units Number No./Type per Unit Trips per Unit of Trips % Rate Trips % Rate Trips per Unit of Trips % Rate Trips % Rate Trips

Trip Generation for Cumulative Projects without a Traffic Impact Study

E'lan -10 units 220 Apartment 6.65 -67 0.51 -5 20 0.10 -1 80 0.41 -4 0.62 -6 65 0.40 -4 35 0.22 -2 48 units 220 Apartment 6.65 319 0.51 24 20 0.10 5 80 0.41 19 0.62 30 65 0.40 19 35 0.22 11 Total 252 19 4 15 24 15 9

Bonanza Heritage Condominiums -2 units 210 Single Family Detached Housing 9.52 -19 0.75 -2 25 0.19 0 75 0.56 -2 1.01 -2 63 0.64 -1 37 0.37 -1 15 units 230 Condominium 5.81 87 0.44 7 17 0.07 1 83 0.37 6 0.52 8 67 0.35 5 33 0.17 3 Total 68 5 1 4 6 4 2

Third Avenue Apartments -13 units 220 Apartment 6.65 -133 0.51 -10 20 0.10 -2 80 0.41 -8 0.62 -12 65 0.40 -8 35 0.22 -4 48 units 220 Apartment 6.65 319 0.51 24 20 0.10 5 80 0.41 19 0.62 30 65 0.40 19 35 0.22 11 Total 186 14 3 11 18 11 7

Almond/Oakland Condos -1 units 230 Condominium 5.81 -6 0.44 0 17 0.07 0 83 0.37 0 0.52 -1 67 0.35 0 33 0.17 -1 12 units 230 Condominium 5.81 70 0.44 5 17 0.07 1 83 0.37 4 0.52 6 67 0.35 4 33 0.17 2 Total 64 5 1 4 5 4 1 Trip Generation Weekday AM PEAK PM PEAK Number Units Land Use Land Use Trip Rate Total Trip Rate Number In Out Trip Rate Number In Out of Units Number No./Type per Unit Trips per Unit of Trips Trips Trips per Unit of Trips Trips Trips

Trip Generation for Cumulative Projects with a Traffic Impact Study

Walnut Creek BART Transit Village (Mixed Use)1 Phase I 4 ksf General Office Building 11.75 47 1.50 6 5 1 1.50 6 1 5 Mode Split Credit -8 -1 -1 0 -1 0 -1 Phase II 358 units Residential 6.79 2431 0.53 190 38 152 0.64 228 148 80 Mode Split Credit -754 -59 -12 -47 -71 -46 -25 3.32 ksf Retail 46.99 156 0.60 2 1 1 3.01 10 4 5 Non-Primary Trip Reduction -67 0 0 0 -4 -2 -2 6.5 ksf Restaurant 134.77 876 12.31 80 41 38 11.69 76 45 32 Non-Primary Trip Reduction -377 -34 -18 -16 -33 -19 -14 2.2 ksf Retail 47.27 104 0.91 2 1 1 2.73 6 3 3 Non-Primary Trip Reduction -45 0 0 0 -2 -1 -1 Phase III 238 units Residential 6.97 1660 0.53 127 25 102 0.66 158 103 55 Mode Split Credit -515 -39 -8 -32 -49 -32 -17 13.385 ksf Office 11.65 156 1.64 22 19 3 1.57 21 3 18 Mode Split Credit -28 -4 -3 -1 -4 -1 -3 6.8 ksf Restaurant 134.85 917 12.06 82 43 39 11.91 81 48 33 Non-Primary Trip Reduction -394 -35 -18 -17 -35 -21 -14 6.45 ksf Retail 46.98 303 0.78 5 3 2 2.79 18 7 11 Non-Primary Trip Reduction -130 -2 -1 -1 -8 -3 -5 Internal Trip Capture Retail -128 -92 -48 -44 -10 -5 -5 Office -26 -2 -1 -1 -2 -1 -1 Residential -112 -8 -4 -4 -8 -4 -4 BART Parking Spaces 100 spaces Parking 4.12 412 0.34 34 34 0 0.52 52 0 52 Mode Split Credit -206 -17 -17 0 -26 0 -26 AVO Credit (1.05) -217 -17 -6 -11 -20 -11 -9 Total 4055 240 73 165 383 216 167

Notes: 1. From Walnut Creek TOD and Access Study, AECOM, July 11, 2012.

Appendix H

Queuing Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

Queues AM Peak Hour Queues AM Peak Hour 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 35 728 852 730 Lane Group Flow (vph) 391 71 1705 23 454 v/c Ratio 0.14 0.88 0.26 0.47 v/c Ratio 0.73 0.23 0.65 0.22 0.16 Control Delay 50.5 38.2 1.9 26.3 Control Delay 64.0 11.9 17.6 84.8 2.5 Queue Delay 0.0 2.9 0.3 0.0 Queue Delay 0.0 0.1 2.3 0.0 0.0 Total Delay 50.5 41.1 2.3 26.3 Total Delay 64.0 12.0 19.9 84.8 2.5 Queue Length 50th (ft) 13 576 9 181 Queue Length 50th (ft) 178 0 496 13 10 Queue Length 95th (ft) 27 684 143 305 Queue Length 95th (ft) 219 42 m661 m47 13 Internal Link Dist (ft) 1002 335 1020 Internal Link Dist (ft) 562 645 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 616 927 3222 1539 Base Capacity (vph) 725 384 2629 140 2869 Starvation Cap Reductn 0 112 1651 0 Starvation Cap Reductn 0 0 749 0 0 Spillback Cap Reductn 0000 Spillback Cap Reductn 0 33 346 0 0 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.06 0.89 0.54 0.47 Reduced v/c Ratio 0.54 0.20 0.91 0.16 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 2 Existing Conditions Page 3 Queues AM Peak Hour Queues AM Peak Hour 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove/Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 118 626 19 1602 74 86 69 107 Lane Group Flow (vph) 241 458 274 1164 847 150 503 179 95 509 243 v/c Ratio 0.46 0.15 0.20 0.42 0.31 0.27 0.24 0.32 v/c Ratio 0.41 0.37 0.67 1.00 1.07 0.45 0.51 0.33 0.28 0.51 0.15 Control Delay 75.8 1.6 93.6 1.5 52.7 10.0 50.3 9.5 Control Delay 53.4 44.7 36.6 73.7 75.9 56.2 45.9 10.8 56.1 81.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 12.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.8 1.6 93.6 1.5 52.7 10.0 50.3 9.5 Total Delay 53.4 44.7 36.6 73.7 88.6 56.2 45.9 10.8 56.1 81.7 0.2 Queue Length 50th (ft) 50 14 19 6 65 0 60 0 Queue Length 50th (ft) 117 109 145 546 ~573 123 205 18 90 250 0 Queue Length 95th (ft) 92 18 m25 m51 97 43 90 47 Queue Length 95th (ft) 157 177 209 #701 #830 195 263 81 151 312 0 Internal Link Dist (ft) 615 1140 736 526 Internal Link Dist (ft) 1140 5453 280 645 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 413 4242 172 3830 455 529 558 555 Base Capacity (vph) 593 1245 412 1168 792 335 994 540 335 994 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 000080000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.29 0.15 0.11 0.42 0.16 0.16 0.12 0.19 Reduced v/c Ratio 0.41 0.37 0.67 1.00 1.19 0.45 0.51 0.33 0.28 0.51 0.15 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 4 Existing Conditions Page 5 Queues PM PEAK HOUR Queues PM PEAK HOUR 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 292 37 722 872 Lane Group Flow (vph) 310 91 719 104 695 v/c Ratio 0.40 0.22 0.28 0.39 v/c Ratio 0.48 0.25 0.34 0.48 0.26 Control Delay 13.7 33.8 5.3 10.3 Control Delay 31.1 6.9 8.9 41.1 4.7 Queue Delay 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 33.8 5.3 10.3 Total Delay 31.1 6.9 8.9 41.1 4.7 Queue Length 50th (ft) 35 16 30 80 Queue Length 50th (ft) 77 0 69 50 40 Queue Length 95th (ft) 53 42 114 211 Queue Length 95th (ft) 87 29 164 98 124 Internal Link Dist (ft) 1002 335 1020 Internal Link Dist (ft) 562 645 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 1256 262 2597 2260 Base Capacity (vph) 1238 620 2096 239 2648 Starvation Cap Reductn 0000 Starvation Cap Reductn 00000 Spillback Cap Reductn 0000 Spillback Cap Reductn 00000 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.23 0.14 0.28 0.39 Reduced v/c Ratio 0.25 0.15 0.34 0.44 0.26 Intersection Summary Intersection Summary

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 2 Existing Conditions Page 3 Queues PM PEAK HOUR Queues PM PEAK HOUR 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 28 2517 28 897 22 26 99 145 Lane Group Flow (vph) 356 2290 149 567 32 157 342 204 341 432 237 v/c Ratio 0.17 0.60 0.29 0.21 0.11 0.10 0.54 0.43 v/c Ratio 0.74 0.82 0.93 0.36 0.04 0.73 0.64 0.55 0.91 0.52 0.14 Control Delay 87.1 2.4 63.4 4.9 54.2 4.6 69.7 11.2 Control Delay 68.8 28.7 120.3 31.4 0.1 83.2 65.8 18.3 68.5 51.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 87.1 2.4 63.4 4.9 54.2 4.6 69.7 11.2 Total Delay 68.8 28.7 120.3 31.4 0.1 83.2 65.8 18.3 68.5 51.1 0.2 Queue Length 50th (ft) 14 142 27 71 20 0 94 0 Queue Length 50th (ft) 153 707 147 195 0 150 170 30 255 220 0 Queue Length 95th (ft) m22 185 m61 136 42 11 136 57 Queue Length 95th (ft) 211 #871 #287 281 0 226 206 104 #368 265 0 Internal Link Dist (ft) 615 1140 736 526 Internal Link Dist (ft) 1140 5453 280 645 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 265 4192 136 4233 374 437 348 511 Base Capacity (vph) 530 2784 161 1582 777 263 777 463 376 964 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.11 0.60 0.21 0.21 0.06 0.06 0.28 0.28 Reduced v/c Ratio 0.67 0.82 0.93 0.36 0.04 0.60 0.44 0.44 0.91 0.45 0.14 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 4 Existing Conditions Page 5 Queues AM Peak Hour Queues AM Peak Hour 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 35 728 867 746 Lane Group Flow (vph) 391 71 1720 23 470 v/c Ratio 0.14 0.88 0.27 0.48 v/c Ratio 0.73 0.23 0.65 0.22 0.16 Control Delay 50.5 38.0 2.0 26.7 Control Delay 64.0 11.9 17.9 84.8 2.5 Queue Delay 0.0 2.9 0.4 0.0 Queue Delay 0.0 0.1 2.5 0.0 0.0 Total Delay 50.5 41.0 2.3 26.7 Total Delay 64.0 12.0 20.4 84.8 2.5 Queue Length 50th (ft) 13 576 9 187 Queue Length 50th (ft) 178 0 512 13 10 Queue Length 95th (ft) 27 663 154 315 Queue Length 95th (ft) 219 42 m677 m46 14 Internal Link Dist (ft) 1002 335 1020 Internal Link Dist (ft) 562 645 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 616 927 3222 1539 Base Capacity (vph) 725 384 2629 140 2869 Starvation Cap Reductn 0 112 1644 0 Starvation Cap Reductn 0 0 750 0 0 Spillback Cap Reductn 0000 Spillback Cap Reductn 0 33 345 0 0 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.06 0.89 0.55 0.48 Reduced v/c Ratio 0.54 0.20 0.92 0.16 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Baseline Conditions Page 2 Queues AM Peak Hour Queues AM Peak Hour 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove/Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 118 681 19 1631 74 86 69 107 Lane Group Flow (vph) 255 495 274 1167 847 161 504 179 95 510 257 v/c Ratio 0.46 0.16 0.20 0.43 0.31 0.27 0.24 0.32 v/c Ratio 0.43 0.40 0.67 1.00 1.07 0.48 0.51 0.33 0.28 0.51 0.16 Control Delay 75.6 1.7 93.3 1.6 52.7 10.0 50.3 9.5 Control Delay 54.2 45.9 36.6 74.3 77.5 57.2 45.9 10.8 55.4 81.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 11.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.6 1.7 93.3 1.6 52.7 10.0 50.3 9.5 Total Delay 54.2 45.9 36.6 74.3 88.6 57.2 45.9 10.8 55.4 81.5 0.2 Queue Length 50th (ft) 51 14 19 7 65 0 60 0 Queue Length 50th (ft) 124 118 145 548 ~579 133 206 18 90 251 0 Queue Length 95th (ft) 92 24 m25 m53 97 43 90 47 Queue Length 95th (ft) 165 191 209 #704 #836 208 264 81 151 312 0 Internal Link Dist (ft) 615 1140 736 526 Internal Link Dist (ft) 1140 5453 280 645 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 413 4247 172 3830 455 529 558 555 Base Capacity (vph) 593 1244 412 1168 789 335 994 540 335 994 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 000084000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.29 0.16 0.11 0.43 0.16 0.16 0.12 0.19 Reduced v/c Ratio 0.43 0.40 0.67 1.00 1.20 0.48 0.51 0.33 0.28 0.51 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 3 Baseline Conditions Page 4 Queues PM PEAK HOUR Queues PM PEAK HOUR 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 292 37 746 892 Lane Group Flow (vph) 310 91 743 104 715 v/c Ratio 0.40 0.22 0.29 0.39 v/c Ratio 0.48 0.25 0.35 0.48 0.27 Control Delay 13.7 33.8 5.3 10.4 Control Delay 31.1 6.9 9.2 41.1 4.8 Queue Delay 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.7 33.8 5.3 10.4 Total Delay 31.1 6.9 9.2 41.1 4.8 Queue Length 50th (ft) 35 16 31 82 Queue Length 50th (ft) 77 0 74 50 41 Queue Length 95th (ft) 53 42 118 217 Queue Length 95th (ft) 87 29 174 98 128 Internal Link Dist (ft) 1002 335 1020 Internal Link Dist (ft) 562 645 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 1256 262 2597 2260 Base Capacity (vph) 1238 620 2094 239 2648 Starvation Cap Reductn 0000 Starvation Cap Reductn 00000 Spillback Cap Reductn 0000 Spillback Cap Reductn 00000 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.23 0.14 0.29 0.39 Reduced v/c Ratio 0.25 0.15 0.35 0.44 0.27 Intersection Summary Intersection Summary

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Baseline Conditions Page 2 Queues PM PEAK HOUR Queues PM PEAK HOUR 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 28 2575 28 965 22 26 99 145 Lane Group Flow (vph) 376 2322 151 601 32 176 347 205 341 434 255 v/c Ratio 0.17 0.61 0.29 0.23 0.11 0.10 0.54 0.43 v/c Ratio 0.76 0.84 0.94 0.38 0.04 0.78 0.65 0.56 0.91 0.53 0.15 Control Delay 91.2 2.4 63.0 5.0 54.2 4.6 69.7 11.2 Control Delay 71.7 28.0 122.9 32.1 0.1 85.9 65.8 18.8 68.4 51.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.2 2.4 63.0 5.0 54.2 4.6 69.7 11.2 Total Delay 71.7 28.0 122.9 32.1 0.1 85.9 65.8 18.8 68.4 51.9 0.2 Queue Length 50th (ft) 14 24 26 81 20 0 94 0 Queue Length 50th (ft) 164 726 150 212 0 168 173 33 254 224 0 Queue Length 95th (ft) m22 244 m59 147 42 11 136 57 Queue Length 95th (ft) 225 #921 #293 299 0 252 209 107 #368 266 0 Internal Link Dist (ft) 615 1140 736 526 Internal Link Dist (ft) 1140 5453 280 645 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 265 4192 136 4233 374 437 348 511 Base Capacity (vph) 530 2779 161 1566 771 263 777 462 376 964 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.11 0.61 0.21 0.23 0.06 0.06 0.28 0.28 Reduced v/c Ratio 0.71 0.84 0.94 0.38 0.04 0.67 0.45 0.44 0.91 0.45 0.15 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 3 Baseline Conditions Page 4 Queues AM Peak Hour Queues AM Peak Hour 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 126 719 866 793 Lane Group Flow (vph) 400 67 1713 32 545 v/c Ratio 0.40 0.89 0.28 0.54 v/c Ratio 0.73 0.22 0.66 0.29 0.19 Control Delay 52.2 38.8 2.2 29.1 Control Delay 64.2 12.1 18.3 88.2 2.1 Queue Delay 0.0 3.0 0.4 0.0 Queue Delay 0.0 0.1 2.5 0.0 0.3 Total Delay 52.2 41.8 2.6 29.1 Total Delay 64.2 12.2 20.7 88.2 2.5 Queue Length 50th (ft) 48 567 13 214 Queue Length 50th (ft) 181 0 522 21 11 Queue Length 95th (ft) 72 632 155 344 Queue Length 95th (ft) 224 42 m681 m57 15 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 626 919 3109 1469 Base Capacity (vph) 725 381 2613 140 2863 Starvation Cap Reductn 0 114 1611 0 Starvation Cap Reductn 0 0 739 0 1667 Spillback Cap Reductn 0000 Spillback Cap Reductn 0 32 317 0 0 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.89 0.58 0.54 Reduced v/c Ratio 0.55 0.19 0.91 0.23 0.46 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 1 Baseline plus Project Conditions Page 2 Queues AM Peak Hour Queues AM Peak Hour 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove/Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 166 671 20 1654 80 86 84 135 Lane Group Flow (vph) 255 503 274 1190 841 169 502 179 112 517 261 v/c Ratio 0.55 0.16 0.22 0.44 0.34 0.27 0.30 0.37 v/c Ratio 0.43 0.40 0.67 1.02 1.06 0.50 0.51 0.32 0.33 0.52 0.16 Control Delay 75.0 1.7 90.9 3.1 53.3 10.0 52.5 13.1 Control Delay 53.3 44.5 36.6 78.7 74.4 57.9 45.8 7.1 55.8 77.4 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 14.5 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.0 1.7 90.9 3.1 53.3 10.0 52.5 13.1 Total Delay 53.3 44.5 36.6 78.7 88.9 57.9 45.8 7.1 55.8 77.4 0.2 Queue Length 50th (ft) 70 16 19 20 71 0 76 18 Queue Length 50th (ft) 120 121 145 ~590 ~566 141 205 0 106 249 0 Queue Length 95th (ft) 120 24 m28 m85 105 43 m108 m63 Queue Length 95th (ft) 161 191 209 #726 #823 217 263 60 170 314 0 Internal Link Dist (ft) 615 270 736 220 Internal Link Dist (ft) 790 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 413 4235 172 3752 451 529 536 575 Base Capacity (vph) 593 1245 412 1168 790 335 994 559 335 994 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 000084000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.40 0.16 0.12 0.44 0.18 0.16 0.16 0.23 Reduced v/c Ratio 0.43 0.40 0.67 1.02 1.19 0.50 0.51 0.32 0.33 0.52 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 3 Baseline plus Project Conditions Page 4 Queues PM PEAK HOUR Queues PM PEAK HOUR 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 567 60 740 1083 Lane Group Flow (vph) 330 97 753 125 869 v/c Ratio 0.68 0.32 0.30 0.51 v/c Ratio 0.50 0.26 0.36 0.56 0.33 Control Delay 23.7 34.7 5.3 12.1 Control Delay 31.1 6.7 9.6 43.9 5.2 Queue Delay 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.3 Total Delay 23.7 34.7 5.3 12.1 Total Delay 31.1 6.7 9.6 43.9 5.5 Queue Length 50th (ft) 95 26 53 148 Queue Length 50th (ft) 81 0 78 61 55 Queue Length 95th (ft) 121 58 117 292 Queue Length 95th (ft) 92 30 178 115 162 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 1284 262 2504 2115 Base Capacity (vph) 1238 623 2074 239 2631 Starvation Cap Reductn 0000 Starvation Cap Reductn 00001013 Spillback Cap Reductn 0000 Spillback Cap Reductn 00000 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.44 0.23 0.30 0.51 Reduced v/c Ratio 0.27 0.16 0.36 0.52 0.54 Intersection Summary Intersection Summary

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 1 Baseline plus Project Conditions Page 2 Queues PM PEAK HOUR Queues PM PEAK HOUR 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 234 2521 33 1068 42 26 132 210 Lane Group Flow (vph) 376 2336 151 672 39 200 349 205 387 455 267 v/c Ratio 0.88 0.63 0.33 0.28 0.17 0.09 0.63 0.50 v/c Ratio 0.76 0.84 0.94 0.43 0.05 0.83 0.65 0.56 1.03 0.58 0.16 Control Delay 111.6 2.7 64.6 7.8 54.2 4.5 72.1 10.1 Control Delay 73.3 28.1 122.9 33.0 0.1 89.8 65.9 19.9 95.5 53.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 111.6 2.7 64.6 7.8 54.2 4.5 72.1 10.1 Total Delay 73.3 28.1 122.9 33.0 0.1 89.8 65.9 19.9 95.5 53.7 0.2 Queue Length 50th (ft) 125 24 31 131 37 0 125 2 Queue Length 50th (ft) 169 732 150 243 0 191 173 36 ~310 240 0 Queue Length 95th (ft) m#188 368 m64 167 67 11 176 64 Queue Length 95th (ft) 226 #929 #293 338 0 #307 211 111 #469 279 0 Internal Link Dist (ft) 615 270 736 220 Internal Link Dist (ft) 790 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 265 4019 136 3846 403 437 347 561 Base Capacity (vph) 530 2776 161 1565 770 263 777 458 376 964 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.88 0.63 0.24 0.28 0.10 0.06 0.38 0.37 Reduced v/c Ratio 0.71 0.84 0.94 0.43 0.05 0.76 0.45 0.45 1.03 0.47 0.16 Intersection Summary Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 3 Baseline plus Project Conditions Page 4 Queues AM Peak Hour Queues AM Peak Hour 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 39 904 1016 853 Lane Group Flow (vph) 435 82 2024 22 543 v/c Ratio 0.12 1.22 0.32 0.53 v/c Ratio 0.66 0.23 0.81 0.17 0.20 Control Delay 35.3 130.0 1.7 7.9 Control Delay 43.6 8.5 16.6 27.4 9.7 Queue Delay 0.0 0.1 0.3 0.0 Queue Delay 0.0 0.0 5.7 0.0 0.0 Total Delay 35.3 130.1 2.0 7.9 Total Delay 43.6 8.5 22.3 27.4 9.7 Queue Length 50th (ft) 10 ~761 78 45 Queue Length 50th (ft) 141 0 316 12 81 Queue Length 95th (ft) 22 #966 132 m76 Queue Length 95th (ft) 169 36 #912 m29 233 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 830 742 3186 1622 Base Capacity (vph) 976 502 2496 154 2697 Starvation Cap Reductn 0 15 1416 0 Starvation Cap Reductn 0 0 292 0 0 Spillback Cap Reductn 0000 Spillback Cap Reductn 0 9 423 0 0 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.05 1.24 0.57 0.53 Reduced v/c Ratio 0.45 0.17 0.98 0.14 0.20 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 1 Cumulative Conditions Page 2 Queues AM Peak Hour Queues AM Peak Hour 33: N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove/Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 137 705 26 1623 95 100 90 147 Lane Group Flow (vph) 271 560 348 1170 918 197 714 268 99 591 266 v/c Ratio 0.48 0.17 0.25 0.44 0.38 0.28 0.28 0.37 v/c Ratio 0.97 0.40 0.68 0.63 1.02 0.98 0.69 0.47 0.39 0.66 0.16 Control Delay 48.7 12.3 84.7 3.5 49.4 8.7 46.2 8.2 Control Delay 100.2 34.0 31.7 26.9 60.7 114.8 46.0 18.1 62.8 48.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.7 12.3 84.7 3.5 49.4 8.7 46.2 8.2 Total Delay 100.2 34.0 31.7 26.9 60.7 114.8 46.0 18.1 62.8 48.8 0.2 Queue Length 50th (ft) 55 92 23 25 77 0 72 0 Queue Length 50th (ft) 123 107 145 369 ~720 168 283 69 41 238 0 Queue Length 95th (ft) 94 149 m39 m189 110 43 103 51 Queue Length 95th (ft) #211 135 249 440 #976 #325 353 154 72 303 0 Internal Link Dist (ft) 615 270 736 261 Internal Link Dist (ft) 670 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 361 4096 157 3670 464 574 592 618 Base Capacity (vph) 278 1413 515 1843 902 202 1041 566 252 897 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.38 0.17 0.17 0.44 0.20 0.17 0.15 0.24 Reduced v/c Ratio 0.97 0.40 0.68 0.63 1.02 0.98 0.69 0.47 0.39 0.66 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 3 Cumulative Conditions Page 4 Queues PM PEAK HOUR Queues PM PEAK HOUR 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 382 46 837 913 Lane Group Flow (vph) 312 125 885 182 781 v/c Ratio 0.67 0.38 0.29 0.35 v/c Ratio 0.62 0.37 0.41 0.67 0.27 Control Delay 34.8 46.6 3.6 7.9 Control Delay 56.3 10.5 1.7 45.5 8.1 Queue Delay 0.0 0.0 0.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.3 Total Delay 34.8 46.6 4.0 7.9 Total Delay 56.3 10.5 1.7 45.5 8.4 Queue Length 50th (ft) 91 29 38 224 Queue Length 50th (ft) 128 0 7 148 222 Queue Length 95th (ft) 133 64 100 84 Queue Length 95th (ft) 158 52 13 219 307 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 996 209 2926 2614 Base Capacity (vph) 902 500 2177 390 2893 Starvation Cap Reductn 0 0 1429 0 Starvation Cap Reductn 00001289 Spillback Cap Reductn 0 0 0 15 Spillback Cap Reductn 00000 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.38 0.22 0.56 0.35 Reduced v/c Ratio 0.35 0.25 0.41 0.47 0.49 Intersection Summary Intersection Summary

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 1 Cumulative Conditions Page 2 Queues PM PEAK HOUR Queues PM PEAK HOUR 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 61 2464 51 1037 51 36 179 230 Lane Group Flow (vph) 389 2288 218 661 58 167 446 251 334 465 289 v/c Ratio 0.29 0.67 0.40 0.28 0.24 0.10 0.68 0.47 v/c Ratio 0.74 0.88 1.07 0.44 0.07 0.71 0.67 0.57 0.58 0.59 0.17 Control Delay 75.3 3.3 75.3 4.4 44.0 4.7 60.5 8.3 Control Delay 64.9 36.9 137.3 30.4 0.2 70.3 54.1 17.0 25.7 35.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.3 3.3 75.3 4.4 44.0 4.7 60.5 8.3 Total Delay 64.9 36.9 137.3 30.4 0.2 70.3 54.1 17.0 25.7 35.3 0.2 Queue Length 50th (ft) 27 56 45 33 37 0 141 3 Queue Length 50th (ft) 171 382 ~200 207 0 134 185 40 65 228 0 Queue Length 95th (ft) m40 71 m87 86 67 15 195 64 Queue Length 95th (ft) 228 #851 #362 304 0 208 222 115 118 268 0 Internal Link Dist (ft) 615 270 736 220 Internal Link Dist (ft) 790 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 310 3691 160 3738 334 510 405 633 Base Capacity (vph) 564 2595 203 1501 779 279 911 534 627 972 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.20 0.67 0.32 0.28 0.15 0.07 0.44 0.36 Reduced v/c Ratio 0.69 0.88 1.07 0.44 0.07 0.60 0.49 0.47 0.53 0.48 0.17 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative Conditions Page 3 Cumulative Conditions Page 4 Queues AM Peak Hour Queues AM Peak Hour 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 122 882 1015 864 Lane Group Flow (vph) 443 74 2007 29 616 v/c Ratio 0.31 1.22 0.34 0.59 v/c Ratio 0.67 0.20 0.83 0.21 0.23 Control Delay 34.4 130.6 2.3 9.5 Control Delay 43.6 8.7 18.7 29.1 10.5 Queue Delay 0.0 0.1 0.6 0.0 Queue Delay 0.0 0.0 1.9 0.0 0.0 Total Delay 34.4 130.8 2.9 9.5 Total Delay 43.6 8.7 20.6 29.1 10.5 Queue Length 50th (ft) 32 ~711 23 63 Queue Length 50th (ft) 144 0 503 17 96 Queue Length 95th (ft) 49 #934 132 m80 Queue Length 95th (ft) 172 34 #900 m36 257 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 839 721 2982 1467 Base Capacity (vph) 976 496 2411 154 2690 Starvation Cap Reductn 0 16 1440 0 Starvation Cap Reductn 0 0 185 0 0 Spillback Cap Reductn 0000 Spillback Cap Reductn 0 5 250 0 0 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.15 1.25 0.66 0.59 Reduced v/c Ratio 0.45 0.15 0.93 0.19 0.23 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. m Volume for 95th percentile queue is metered by upstream signal. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 1 Cumulative plus Project Conditions Page 2 Queues AM Peak Hour Queues AM Peak Hour 33: N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove/Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 159 694 27 1638 96 100 102 172 Lane Group Flow (vph) 271 567 348 1187 906 202 710 268 115 599 269 v/c Ratio 0.53 0.17 0.25 0.45 0.40 0.28 0.33 0.42 v/c Ratio 0.97 0.40 0.68 0.64 1.00 1.00 0.68 0.47 0.46 0.67 0.16 Control Delay 49.4 12.3 84.5 3.8 50.1 8.7 47.4 10.5 Control Delay 100.3 34.0 31.7 27.1 57.2 121.0 45.9 18.1 64.3 49.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.4 12.3 84.5 3.8 50.1 8.7 47.4 10.5 Total Delay 100.3 34.0 31.7 27.1 57.2 121.0 45.9 18.1 64.3 49.1 0.2 Queue Length 50th (ft) 63 93 24 30 78 0 82 12 Queue Length 50th (ft) 122 109 145 376 ~646 173 281 69 48 242 0 Queue Length 95th (ft) 107 147 m40 m191 112 43 114 65 Queue Length 95th (ft) #211 137 249 450 #955 #336 352 154 81 307 0 Internal Link Dist (ft) 615 270 736 261 Internal Link Dist (ft) 670 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 361 4090 157 3647 445 574 576 625 Base Capacity (vph) 278 1413 515 1843 902 202 1041 566 252 897 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.44 0.17 0.17 0.45 0.22 0.17 0.18 0.28 Reduced v/c Ratio 0.97 0.40 0.68 0.64 1.00 1.00 0.68 0.47 0.46 0.67 0.16 Intersection Summary Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 3 Cumulative plus Project Conditions Page 4 Queues PM PEAK HOUR Queues PM PEAK HOUR 15: Oak Grove Rd. & Shadelands Dr. 4/19/2013 16: Oak Grove Rd. & Citrus Ave. 4/19/2013

Lane Group EBL NBL NBT SBT Lane Group WBL WBR NBT SBL SBT Lane Group Flow (vph) 622 68 830 1098 Lane Group Flow (vph) 332 130 894 200 929 v/c Ratio 0.82 0.48 0.31 0.48 v/c Ratio 0.64 0.38 0.42 0.70 0.32 Control Delay 51.0 50.6 8.0 16.8 Control Delay 56.5 10.3 2.1 45.7 3.4 Queue Delay 0.0 0.0 0.4 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.2 Total Delay 51.0 50.6 8.4 16.8 Total Delay 56.5 10.3 2.1 45.7 3.6 Queue Length 50th (ft) 224 58 157 396 Queue Length 50th (ft) 137 0 8 114 66 Queue Length 95th (ft) 275 96 234 524 Queue Length 95th (ft) 168 52 15 173 99 Internal Link Dist (ft) 345 335 1020 Internal Link Dist (ft) 562 295 335 Turn Bay Length (ft) 150 150 Turn Bay Length (ft) 165 115 Base Capacity (vph) 956 209 2652 2285 Base Capacity (vph) 902 504 2128 390 2877 Starvation Cap Reductn 0 0 1238 0 Starvation Cap Reductn 00001063 Spillback Cap Reductn 0000 Spillback Cap Reductn 00000 Storage Cap Reductn 0000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.65 0.33 0.59 0.48 Reduced v/c Ratio 0.37 0.26 0.42 0.51 0.51 Intersection Summary Intersection Summary

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 1 Cumulative plus Project Conditions Page 2 Queues PM PEAK HOUR Queues PM PEAK HOUR 33: S. Via Monte/N. Via Monte & Ygnacio Valley Rd. 4/19/2013 34: Oak Grove Rd. & Ygnacio Valley Rd./Ygnacio Valley 4/19/2013

Lane Group EBL EBT WBL WBT NBT NBR SBT SBR Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 263 2410 56 1137 71 36 203 277 Lane Group Flow (vph) 389 2296 218 732 64 191 448 251 375 485 301 v/c Ratio 0.85 0.67 0.43 0.33 0.29 0.10 0.75 0.55 v/c Ratio 0.74 0.89 1.07 0.49 0.08 0.77 0.68 0.57 0.64 0.63 0.18 Control Delay 91.3 3.3 76.2 5.9 44.2 4.7 63.5 14.2 Control Delay 63.6 38.0 137.3 31.5 0.2 74.1 54.2 17.2 27.0 36.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 91.3 3.3 76.2 5.9 44.2 4.7 63.5 14.2 Total Delay 63.6 38.0 137.3 31.5 0.2 74.1 54.2 17.2 27.0 36.0 0.2 Queue Length 50th (ft) 120 54 49 53 51 0 160 44 Queue Length 50th (ft) 170 422 ~200 236 0 153 186 41 77 241 0 Queue Length 95th (ft) m#179 71 m92 101 87 15 224 115 Queue Length 95th (ft) 226 #856 #362 341 0 #238 223 116 125 254 0 Internal Link Dist (ft) 615 270 736 220 Internal Link Dist (ft) 790 5453 280 270 Turn Bay Length (ft) 430 165 90 150 Turn Bay Length (ft) 330 155 1000 155 100 350 245 Base Capacity (vph) 310 3599 160 3430 350 510 381 622 Base Capacity (vph) 564 2580 203 1491 775 279 911 534 627 972 1656 Starvation Cap Reductn 00000000 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.85 0.67 0.35 0.33 0.20 0.07 0.53 0.45 Reduced v/c Ratio 0.69 0.89 1.07 0.49 0.08 0.68 0.49 0.47 0.60 0.50 0.18 Intersection Summary Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Cumulative plus Project Conditions Page 3 Cumulative plus Project Conditions Page 4

Appendix I

Freeway Mainline Level of Service Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Existing Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Existing Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 7340 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8064 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1322 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1744 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.8 mph S 66.6 mph p S mph D = v / S 18.9 pc/mi/ln S mph p D = vp / S 26.2 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1601 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1646 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.1 mph p S 67.7 mph p S mph S mph D = v / S 23.5 pc/mi/ln D = v / S 24.3 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Existing Analysis Time Period PM Peak Hour Analysis Year Existing Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 9212 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 10035 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1992 pc/h/ln v = (V or DDHV) / (PHF x N x f 2170 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 59.1 mph p S 62.7 mph S mph S mph D = v / S 31.8 pc/mi/ln D = vp / S 36.7 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS E p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Existing + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Existing + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 7348 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8064 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1324 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1744 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.8 mph S 66.6 mph p S mph D = v / S 19.0 pc/mi/ln S mph p D = vp / S 26.2 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1602 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1650 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.1 mph p S 67.7 mph p S mph S mph D = v / S 23.5 pc/mi/ln D = v / S 24.4 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Existing + Project Analysis Time Period PM Peak Hour Analysis Year Existing + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 9232 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 10035 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1996 pc/h/ln v = (V or DDHV) / (PHF x N x f 2170 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 59.1 mph p S 62.7 mph S mph S mph D = v / S 31.9 pc/mi/ln D = vp / S 36.7 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS E p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:23 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:22 PM

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Baseline Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Baseline Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 7353 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8092 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1325 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1750 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.8 mph S 66.5 mph p S mph D = v / S 19.0 pc/mi/ln S mph p D = vp / S 26.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:28 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:29 PM

file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2k7C4A.tmp 10/4/2013 file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2k839C.tmp 10/4/2013 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY WORKSHEET Page 1 of 1

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1611 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1664 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.0 mph p S 67.5 mph p S mph S mph D = v / S 23.7 pc/mi/ln D = v / S 24.7 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Baseline Analysis Time Period PM Peak Hour Analysis Year Baseline Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 9266 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 10054 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 2003 pc/h/ln v = (V or DDHV) / (PHF x N x f 2174 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 59.0 mph p S 62.5 mph S mph S mph D = v / S 32.0 pc/mi/ln D = vp / S 36.9 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS E p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Baseline + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Baseline + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 7361 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8092 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1326 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1750 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.8 mph S 66.5 mph p S mph D = v / S 19.0 pc/mi/ln S mph p D = vp / S 26.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1612 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1669 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.0 mph p S 67.4 mph p S mph S mph D = v / S 23.7 pc/mi/ln D = v / S 24.7 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Baseline + Project Analysis Time Period PM Peak Hour Analysis Year Baseline + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 9286 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 10054 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 2008 pc/h/ln v = (V or DDHV) / (PHF x N x f 2174 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 59.0 mph p S 62.4 mph S mph S mph D = v / S 32.2 pc/mi/ln D = vp / S 36.9 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS E p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Cumulative Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Cumulative Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 8044 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7760 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1449 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1678 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.3 mph S 67.3 mph p S mph D = v / S 20.9 pc/mi/ln S mph p D = vp / S 24.9 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/7/2013 8:50 AM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/7/2013 8:50 AM

file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2k347C.tmp 10/7/2013 file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2k3CC7.tmp 10/7/2013 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY WORKSHEET Page 1 of 1

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1504 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1831 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.9 mph p S 65.4 mph p S mph S mph D = v / S 21.8 pc/mi/ln D = v / S 28.0 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Cumulative Analysis Time Period PM Peak Hour Analysis Year Cumulative Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 8652 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 9430 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1871 pc/h/ln v = (V or DDHV) / (PHF x N x f 2039 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 61.8 mph p S 64.8 mph S mph S mph D = v / S 28.9 pc/mi/ln D = vp / S 33.0 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS D p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To South of Ygnacio Valley Rd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Cumulative + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Cumulative + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 8046 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7760 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1450 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1678 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 69.3 mph S 67.3 mph p S mph D = v / S 20.9 pc/mi/ln S mph p D = vp / S 24.9 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS C LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2kD18A.tmp 10/7/2013 file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2kD9E6.tmp 10/7/2013 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY WORKSHEET Page 1 of 1

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 5 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1505 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1835 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 68.9 mph p S 65.3 mph p S mph S mph D = v / S 21.8 pc/mi/ln D = v / S 28.1 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS D p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Northbound Analyst TDH Highway/Direction of Travel I-680 Northbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To North of Treat Blvd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Cumulative + Project Analysis Time Period PM Peak Hour Analysis Year Cumulative + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 8669 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 9430 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 5 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1874 pc/h/ln v = (V or DDHV) / (PHF x N x f 2039 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 61.8 mph p S 64.7 mph S mph S mph D = v / S 29.0 pc/mi/ln D = vp / S 33.0 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS D p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Existing Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Existing Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6198 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 6810 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1117 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1472 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 69.1 mph p S mph D = v / S 16.0 pc/mi/ln S mph p D = vp / S 21.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:17 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:18 PM

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1689 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1159 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 67.2 mph p S 70.0 mph p S mph S mph D = v / S 25.1 pc/mi/ln D = v / S 16.6 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS B p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Existing Analysis Time Period PM Peak Hour Analysis Year Existing Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6486 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7066 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1753 pc/h/ln v = (V or DDHV) / (PHF x N x f 1528 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 68.8 mph p S 66.5 mph S mph S mph D = v / S 26.4 pc/mi/ln D = vp / S 22.2 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS C p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Existing + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Existing + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6207 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 6810 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1118 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1472 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 69.1 mph p S mph D = v / S 16.0 pc/mi/ln S mph p D = vp / S 21.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1692 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1163 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 67.2 mph p S 70.0 mph p S mph S mph D = v / S 25.2 pc/mi/ln D = v / S 16.6 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS B p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Existing + Project Analysis Time Period PM Peak Hour Analysis Year Existing + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6506 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7066 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1758 pc/h/ln v = (V or DDHV) / (PHF x N x f 1528 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 68.8 mph p S 66.4 mph S mph S mph D = v / S 26.5 pc/mi/ln D = vp / S 22.2 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS C p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Baseline Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Baseline Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6226 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 6820 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1122 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1475 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 69.1 mph p S mph D = v / S 16.0 pc/mi/ln S mph p D = vp / S 21.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:31 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:32 PM

file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2k98C8.tmp 10/4/2013 file:///C:/Users/thenderson.W-TRANS/AppData/Local/Temp/f2kA76C.tmp 10/4/2013 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY WORKSHEET Page 1 of 1

BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1710 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1170 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 67.0 mph p S 70.0 mph p S mph S mph D = v / S 25.5 pc/mi/ln D = v / S 16.7 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS B p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:32 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:32 PM

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Baseline Analysis Time Period PM Peak Hour Analysis Year Baseline Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6549 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7082 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1770 pc/h/ln v = (V or DDHV) / (PHF x N x f 1531 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 68.7 mph p S 66.2 mph S mph S mph D = v / S 26.7 pc/mi/ln D = vp / S 22.3 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS C p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:33 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:32 PM

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Baseline + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Baseline + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6235 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 6820 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1123 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1475 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 69.1 mph p S mph D = v / S 16.0 pc/mi/ln S mph p D = vp / S 21.3 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:37 PM Copyright © 2013 University of Florida, All Rights Reserved HCS 2010TM Version 6.50 Generated: 10/4/2013 5:37 PM

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AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1713 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1175 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 66.9 mph p S 70.0 mph p S mph S mph D = v / S 25.6 pc/mi/ln D = v / S 16.8 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS B p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Baseline + Project Analysis Time Period PM Peak Hour Analysis Year Baseline + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6569 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7082 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1775 pc/h/ln v = (V or DDHV) / (PHF x N x f 1531 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 68.7 mph p S 66.2 mph S mph S mph D = v / S 26.8 pc/mi/ln D = vp / S 22.3 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS C p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Cumulative Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Cumulative Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6800 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7520 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1225 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1626 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 67.9 mph p S mph D = v / S 17.5 pc/mi/ln S mph p D = vp / S 23.9 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1663 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1404 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 67.5 mph p S 69.5 mph p S mph S mph D = v / S 24.6 pc/mi/ln D = v / S 20.2 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Cumulative Analysis Time Period PM Peak Hour Analysis Year Cumulative Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6711 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8511 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1814 pc/h/ln v = (V or DDHV) / (PHF x N x f 1840 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 65.2 mph p S 65.6 mph S mph S mph D = v / S 27.6 pc/mi/ln D = vp / S 28.2 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS D p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To North of Treat Blvd Agency or Company W-Trans From/To Date Performed 10/1/2013 Jurisdiction Caltrans Blvd Analysis Time Period AM Peak Hour Analysis Year Cumulative + Project Date Performed 10/1/2013 Jurisdiction Caltrans Project Description Shadelands Gateway Specific Plan Analysis Time Period AM Peak Hour Analysis Year Cumulative + Project Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Flow Inputs Oper.(LOS) Des.(N) Planning Data Flow Inputs Volume, V 6802 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 7520 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 Peak-Hr Direction Prop, D General Terrain: Level R DDHV = AADT x K x D veh/h Grade % Length mi Peak-Hr Direction Prop, D General Terrain: Level Up/Down % DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 T HV T T R R 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph LW Rt-Side Lat. Clearance ft f mph Number of Lanes, N 6 LW fLC mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph Base free-flow Speed, FFS 70.0 mph mph Base free-flow Speed, BFFS mph BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV v = (V or DDHV) / (PHF x N x f 1226 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln 1626 pc/h/ln p HV p x fp) pc/h/ln x fp) x f ) S 70.0 mph S 67.9 mph p S mph D = v / S 17.5 pc/mi/ln S mph p D = vp / S 23.9 pc/mi/ln D = vp / S pc/mi/ln D = v / S pc/mi/ln LOS B LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 N - Number of lanes S - Speed R LW ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 V - Hourly volume D - Density T LC ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5

fp 1.00 ER 1.2 fp 1.00 ER 1.2 1/[1+P (E - 1) + P (E - 1)] 1/[1+P (E - 1) + P (E - 1)] ET 1.5 fHV = T T R R 0.974 ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft Rt-Side Lat. Clearance ft fLW mph fLW mph Number of Lanes, N 4 Number of Lanes, N 6 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f v = (V or DDHV) / (PHF x N x f p HV1665 pc/h/ln v = (V or DDHV) / (PHF x N x f p HV1408 pc/h/ln v = (V or DDHV) / (PHF x N x f x f ) p HV pc/h/ln x f ) p HV pc/h/ln p x f ) p x f ) S 67.5 mph p S 69.5 mph p S mph S mph D = v / S 24.7 pc/mi/ln D = v / S 20.3 pc/mi/ln p D = v / S pc/mi/ln p D = v / S pc/mi/ln LOS C p LOS C p Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 V - Hourly volume D - Density V - Hourly volume D - Density ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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BASIC FREEWAY SEGMENTS WORKSHEET BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information General Information Site Information Analyst TDH Highway/Direction of Travel I-680 Southbound Analyst TDH Highway/Direction of Travel I-680 Southbound Ygnacio Valley Rd-Treat Agency or Company W-Trans From/To Agency or Company W-Trans From/To South of Ygnacio Valley Rd Blvd Date Performed 10/1/2013 Jurisdiction Caltrans Date Performed 10/1/2013 Jurisdiction Caltrans Analysis Time Period PM Peak Hour Analysis Year Cumulative + Project Analysis Time Period PM Peak Hour Analysis Year Cumulative + Project Project Description Shadelands Gateway Specific Plan Project Description Shadelands Gateway Specific Plan ] Oper.(LOS) Des.(N) Planning Data ] Oper.(LOS) Des.(N) Planning Data Flow Inputs Flow Inputs Volume, V 6728 veh/h Peak-Hour Factor, PHF 0.95 Volume, V 8511 veh/h Peak-Hour Factor, PHF 0.95 AADT veh/day %Trucks and Buses, PT 5 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 1 Peak-Hr Prop. of AADT, K %RVs, P 1 R Peak-Hr Direction Prop, D General Terrain: Level Peak-Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh/h Grade % Length mi DDHV = AADT x K x D veh/h Grade % Length mi Up/Down % Up/Down % Calculate Flow Adjustments Calculate Flow Adjustments fp 1.00 ER 1.2 fp 1.00 ER 1.2 E 1.5 f = 1/[1+P (E - 1) + P (E - 1)] 0.974 1/[1+P (E - 1) + P (E - 1)] T HV T T R R ET 1.5 fHV = T T R R 0.974 Speed Inputs Calc Speed Adj and FFS Speed Inputs Calc Speed Adj and FFS Lane Width ft Lane Width ft Rt-Side Lat. Clearance ft f mph Rt-Side Lat. Clearance ft f mph LW LW Number of Lanes, N 4 Number of Lanes, N 5 fLC mph fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 70.0 mph FFS (measured) 70.0 mph FFS 70.0 mph FFS 70.0 mph Base free-flow Speed, Base free-flow Speed, mph mph BFFS BFFS LOS and Performance Measures Design (N) LOS and Performance Measures Design (N) Design (N) Design (N) Operational (LOS) Operational (LOS) Design LOS Design LOS v = (V or DDHV) / (PHF x N x f vp = (V or DDHV) / (PHF x N x fHV p HV v = (V or DDHV) / (PHF x N x f 1818 pc/h/ln v = (V or DDHV) / (PHF x N x f 1840 pc/h/ln p HV x f ) p HV pc/h/ln x fp) pc/h/ln p x f ) x fp) S 65.2 mph p S 65.6 mph S mph S mph D = v / S 27.7 pc/mi/ln D = vp / S 28.2 pc/mi/ln p D = v / S pc/mi/ln D = vp / S pc/mi/ln LOS D p LOS D Required Number of Lanes, N Required Number of Lanes, N Glossary Factor Location Glossary Factor Location N - Number of lanes S - Speed N - Number of lanes S - Speed E - Exhibits 11-10, 11-12 f - Exhibit 11-8 ER - Exhibits 11-10, 11-12 fLW - Exhibit 11-8 R LW V - Hourly volume D - Density V - Hourly volume D - Density E - Exhibits 11-10, 11-11, 11-13 f - Exhibit 11-9 ET - Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 T LC v - Flow rate FFS - Free-flow speed v - Flow rate FFS - Free-flow speed p f - Page 11-18 TRD - Page 11-11 p f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow p LOS - Level of service BFFS - Base free-flow p LOS, S, FFS, v - Exhibits 11-2, speed LOS, S, FFS, vp - Exhibits 11-2, speed p DDHV - Directional design hour volume 11-3 DDHV - Directional design hour volume 11-3

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Appendix J

Ramp Level of Service Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis AM Peak Hour 2: Treat Boulevard & Buskirk Ave 10/4/2013 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 456 772 0 0 1574 532 195 583 1192 0 0 0 Volume (vph) 120 299 782 1044 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1601 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1601 1881 3762 1683 Adj. Flow (vph) 138 344 899 1200 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 76 0000 Adj. Flow (vph) 496 839 0 0 1711 578 212 634 1296 0 0 0 Lane Group Flow (vph) 138 268 899 1200 0 0 RTOR Reduction (vph) 0000012000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 496 839 0 0 1711 566 212 634 1296 0 0 0 Turn Type Perm Prot Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot Perm Split Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 40.3 40.3 91.5 140.0 Permitted Phases 6 Free Effective Green, g (s) 41.3 41.3 92.5 134.8 Actuated Green, G (s) 25.4 119.8 90.4 90.4 31.0 31.0 160.0 Actuated g/C Ratio 0.29 0.29 0.66 0.96 Effective Green, g (s) 26.4 121.8 92.4 91.4 32.0 32.0 160.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.16 0.76 0.58 0.57 0.20 0.20 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 590 502 2388 3587 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.07 c0.25 0.32 Lane Grp Cap (vph) 602 2864 2985 915 376 752 1683 v/s Ratio Perm c0.16 v/s Ratio Prot 0.14 0.22 0.33 0.11 0.17 v/c Ratio 0.23 0.53 0.38 0.33 v/s Ratio Perm 0.35 c0.77 Uniform Delay, d1 37.4 41.3 10.7 0.1 v/c Ratio 0.82 0.29 0.57 0.62 0.56 0.84 0.77 Progression Factor 1.00 1.00 0.56 1.00 Uniform Delay, d1 64.6 5.9 21.3 22.8 57.7 61.6 0.0 Incremental Delay, d2 0.3 1.4 0.4 0.1 Progression Factor 1.00 1.00 0.08 0.07 1.00 1.00 1.00 Delay (s) 37.6 42.7 6.4 0.2 Incremental Delay, d2 8.5 0.3 0.6 2.3 1.2 8.2 3.5 Level of Service D D A A Delay (s) 73.1 6.1 2.3 3.8 58.9 69.8 3.5 Approach Delay (s) 41.2 2.9 0.0 Level of Service E A AAEEA Approach LOS D A A Approach Delay (s) 31.0 2.7 28.6 0.0 Intersection Summary Approach LOS C A C A HCM Average Control Delay 10.0 HCM Level of Service B Intersection Summary HCM Volume to Capacity ratio 0.43 HCM Average Control Delay 18.8 HCM Level of Service B Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.2 HCM Volume to Capacity ratio 0.77 Intersection Capacity Utilization 45.4% ICU Level of Service A Actuated Cycle Length (s) 160.0 Sum of lost time (s) 0.0 Analysis Period (min) 15 Intersection Capacity Utilization 70.1% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 1 Existing Conditions Page 2 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 2: Treat & Buskirk Ave 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 6 79 123 124 1415 126 316 200 1865 29 17 74 Volume (vph) 502 1188 0 0 1593 534 128 260 784 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (prot) 3650 3762 5168 1568 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (perm) 3650 3762 5168 1568 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 7 94 146 148 1685 150 376 238 2220 35 20 88 Adj. Flow (vph) 523 1238 0 0 1659 556 133 271 817 0 0 0 RTOR Reduction (vph) 0 0 85 050007710078 RTOR Reduction (vph) 0000060000000 Lane Group Flow (vph) 7 94 61 148 1830 0 376 238 1449 27 28 10 Lane Group Flow (vph) 523 1238 0 0 1659 496 133 271 817 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot Perm Split Free Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 21.5 115.9 90.4 90.4 14.9 14.9 140.0 Actuated Green, G (s) 1.2 56.9 56.9 14.4 69.1 36.0 36.0 50.4 13.7 13.7 13.7 Effective Green, g (s) 22.5 117.9 92.4 91.4 15.9 15.9 140.0 Effective Green, g (s) 2.2 58.9 58.9 15.4 71.1 38.0 38.0 54.4 15.7 15.7 15.7 Actuated g/C Ratio 0.16 0.84 0.66 0.65 0.11 0.11 1.00 Actuated g/C Ratio 0.02 0.42 0.42 0.11 0.51 0.27 0.27 0.39 0.11 0.11 0.11 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 587 3168 3411 1024 214 427 1683 Lane Grp Cap (vph) 29 825 658 205 2793 516 543 1227 202 210 183 v/s Ratio Prot c0.14 0.33 0.32 0.07 c0.07 v/s Ratio Prot 0.00 0.05 0.08 c0.33 0.20 0.12 c0.32 c0.01 0.01 v/s Ratio Perm 0.32 c0.49 v/s Ratio Perm 0.04 0.16 0.01 v/c Ratio 0.89 0.39 0.49 0.48 0.62 0.63 0.49 v/c Ratio 0.24 0.11 0.09 0.72 0.66 0.73 0.44 1.18 0.13 0.13 0.05 Uniform Delay, d1 57.5 2.6 11.9 12.3 59.2 59.3 0.0 Uniform Delay, d1 68.1 24.7 24.5 60.2 25.4 46.3 42.2 42.8 56.0 56.0 55.5 Progression Factor 0.75 2.01 0.42 0.28 1.00 1.00 1.00 Progression Factor 0.76 0.91 2.21 1.46 0.47 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.8 0.2 0.4 1.2 4.0 2.3 1.0 Incremental Delay, d2 1.6 0.1 0.1 9.3 1.1 5.5 0.8 90.1 0.1 0.1 0.0 Delay (s) 52.1 5.4 5.4 4.6 63.2 61.5 1.0 Delay (s) 53.5 22.6 54.1 97.2 13.1 51.8 42.9 132.9 56.1 56.1 55.6 Level of Service D A AAEEA Level of Service D C D F B D D F E E E Approach Delay (s) 19.3 5.2 21.2 0.0 Approach Delay (s) 42.1 19.4 114.6 55.8 Approach LOS B A C A Approach LOS D B F E Intersection Summary Intersection Summary HCM Average Control Delay 13.7 HCM Level of Service B HCM Average Control Delay 73.3 HCM Level of Service E HCM Volume to Capacity ratio 0.57 HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.2 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.0 Intersection Capacity Utilization 63.7% ICU Level of Service B Intersection Capacity Utilization 104.3% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 3 Existing Conditions Page 1 HCM Signalized Intersection Capacity Analysis PM PEAK HOUR HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 173 132 1259 1133 0 0 Volume (vph) 20 96 65 34 1901 176 231 159 1517 57 40 306 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.94 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1602 3614 3725 Satd. Flow (prot) 1863 1961 1603 1863 5285 1900 2000 2992 1805 1883 1547 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1602 3614 3725 Satd. Flow (perm) 1863 1961 1603 1863 5285 1900 2000 2992 1805 1883 1547 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 180 138 1311 1180 0 0 Adj. Flow (vph) 21 100 68 35 1980 183 241 166 1580 59 42 319 RTOR Reduction (vph) 0 61 0000 RTOR Reduction (vph) 0 0 59 0 93 0 0 0 443 0 0 198 Lane Group Flow (vph) 180 77 1311 1180 0 0 Lane Group Flow (vph) 21 100 9 35 2070 0 241 166 1137 50 51 121 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 16.7 16.7 50.1 75.0 Actuated Green, G (s) 4.3 17.6 17.6 43.7 56.0 51.2 51.2 94.9 18.5 18.5 18.5 Effective Green, g (s) 17.7 17.7 51.1 69.8 Effective Green, g (s) 5.3 19.6 19.6 44.7 58.0 53.2 53.2 98.9 20.5 20.5 20.5 Actuated g/C Ratio 0.24 0.24 0.68 0.93 Actuated g/C Ratio 0.04 0.13 0.13 0.30 0.39 0.35 0.35 0.66 0.14 0.14 0.14 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 472 378 2462 3467 Lane Grp Cap (vph) 66 256 209 555 2044 674 709 1973 247 257 211 v/s Ratio Prot c0.09 c0.36 0.32 v/s Ratio Prot 0.01 0.05 0.02 c0.39 0.13 0.08 c0.20 0.03 0.03 v/s Ratio Perm 0.05 v/s Ratio Perm 0.01 0.18 c0.08 v/c Ratio 0.38 0.20 0.53 0.34 v/c Ratio 0.32 0.39 0.04 0.06 1.01 0.36 0.23 0.58 0.20 0.20 0.57 Uniform Delay, d1 24.1 23.0 6.0 0.3 Uniform Delay, d1 70.6 59.7 57.0 37.7 46.0 35.8 34.1 14.0 57.5 57.5 60.7 Progression Factor 1.00 1.00 0.89 1.00 Progression Factor 1.26 0.85 1.85 0.67 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.4 0.3 0.0 Incremental Delay, d2 1.0 0.9 0.1 0.0 20.6 1.5 0.8 0.3 0.1 0.1 2.3 Delay (s) 24.8 23.4 5.6 0.3 Delay (s) 90.2 51.9 105.5 25.2 61.2 37.2 34.8 14.3 57.6 57.6 63.0 Level of Service C C A A Level of Service F D F C E D C BEEE Approach Delay (s) 24.1 3.1 0.0 Approach Delay (s) 75.4 60.7 18.8 61.7 Approach LOS C A A Approach LOS EEBE Intersection Summary Intersection Summary HCM Average Control Delay 5.5 HCM Level of Service A HCM Average Control Delay 44.0 HCM Level of Service D HCM Volume to Capacity ratio 0.49 HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 6.2 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.2% ICU Level of Service A Intersection Capacity Utilization 92.6% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 2 Existing Conditions Page 3 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis AM Peak Hour 2: Treat & Buskirk Ave 10/4/2013 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 456 780 0 0 1577 540 195 583 1192 0 0 0 Volume (vph) 120 299 790 1044 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1602 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1602 1881 3762 1683 Adj. Flow (vph) 138 344 908 1200 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 79 0000 Adj. Flow (vph) 496 848 0 0 1714 587 212 634 1296 0 0 0 Lane Group Flow (vph) 138 265 908 1200 0 0 RTOR Reduction (vph) 0000013000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 496 848 0 0 1714 574 212 634 1296 0 0 0 Turn Type Perm Prot Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot Perm Split Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 40.0 40.0 91.8 140.0 Permitted Phases 6 Free Effective Green, g (s) 41.0 41.0 92.8 134.8 Actuated Green, G (s) 24.8 116.1 87.3 87.3 30.7 30.7 156.0 Actuated g/C Ratio 0.29 0.29 0.66 0.96 Effective Green, g (s) 25.8 118.1 89.3 88.3 31.7 31.7 156.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.17 0.76 0.57 0.57 0.20 0.20 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 586 498 2396 3587 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.07 c0.25 0.32 Lane Grp Cap (vph) 604 2848 2958 907 382 764 1683 v/s Ratio Perm c0.16 v/s Ratio Prot 0.14 0.23 0.33 0.11 0.17 v/c Ratio 0.24 0.53 0.38 0.33 v/s Ratio Perm 0.36 c0.77 Uniform Delay, d1 37.6 41.5 10.6 0.1 v/c Ratio 0.82 0.30 0.58 0.63 0.55 0.83 0.77 Progression Factor 1.00 1.00 0.27 1.00 Uniform Delay, d1 62.9 5.9 21.3 22.9 55.8 59.6 0.0 Incremental Delay, d2 0.3 1.4 0.3 0.1 Progression Factor 1.00 1.00 0.06 0.04 1.00 1.00 1.00 Delay (s) 37.9 42.9 3.2 0.2 Incremental Delay, d2 8.4 0.3 0.6 2.3 1.0 7.1 3.5 Level of Service D D A A Delay (s) 71.3 6.2 1.8 3.2 56.8 66.7 3.5 Approach Delay (s) 41.4 1.5 0.0 Level of Service E A AAEEA Approach LOS D A A Approach Delay (s) 30.2 2.2 27.5 0.0 Intersection Summary Approach LOS C A C A HCM Average Control Delay 8.9 HCM Level of Service A Intersection Summary HCM Volume to Capacity ratio 0.43 HCM Average Control Delay 18.0 HCM Level of Service B Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.2 HCM Volume to Capacity ratio 0.77 Intersection Capacity Utilization 45.7% ICU Level of Service A Actuated Cycle Length (s) 156.0 Sum of lost time (s) 0.0 Analysis Period (min) 15 Intersection Capacity Utilization 70.6% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 1 Existing plus Project Conditions Page 2 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 2: Treat & Buskirk Ave 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 6 79 123 124 1423 126 316 200 1871 29 17 74 Volume (vph) 502 1223 0 0 1601 554 128 260 784 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (prot) 3650 3762 5168 1575 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (perm) 3650 3762 5168 1575 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 7 94 146 148 1694 150 376 238 2227 35 20 88 Adj. Flow (vph) 523 1274 0 0 1668 577 133 271 817 0 0 0 RTOR Reduction (vph) 0 0 93 060006760078 RTOR Reduction (vph) 0000069000000 Lane Group Flow (vph) 7 94 53 148 1838 0 376 238 1551 27 28 10 Lane Group Flow (vph) 523 1274 0 0 1668 508 133 271 817 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot Perm Split Free Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 22.2 106.6 80.4 80.4 14.2 14.2 130.0 Actuated Green, G (s) 1.2 48.8 48.8 12.5 59.1 46.0 46.0 58.5 13.7 13.7 13.7 Effective Green, g (s) 23.2 108.6 82.4 81.4 15.2 15.2 130.0 Effective Green, g (s) 2.2 50.8 50.8 13.5 61.1 48.0 48.0 62.5 15.7 15.7 15.7 Actuated g/C Ratio 0.18 0.84 0.63 0.63 0.12 0.12 1.00 Actuated g/C Ratio 0.02 0.36 0.36 0.10 0.44 0.34 0.34 0.45 0.11 0.11 0.11 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 651 3143 3276 986 220 440 1683 Lane Grp Cap (vph) 29 712 567 180 2400 651 686 1400 202 210 183 v/s Ratio Prot c0.14 0.34 c0.32 0.07 c0.07 v/s Ratio Prot 0.00 0.05 0.08 c0.33 0.20 0.12 c0.38 c0.01 0.01 v/s Ratio Perm 0.32 0.49 v/s Ratio Perm 0.03 0.14 0.01 v/c Ratio 0.80 0.41 0.51 0.52 0.60 0.62 0.49 v/c Ratio 0.24 0.13 0.09 0.82 0.77 0.58 0.35 1.11 0.13 0.13 0.05 Uniform Delay, d1 51.2 2.7 12.9 13.4 54.5 54.6 0.0 Uniform Delay, d1 68.1 29.8 29.4 62.1 33.4 37.7 34.3 38.8 56.0 56.0 55.5 Progression Factor 1.00 1.00 0.40 0.25 1.00 1.00 1.00 Progression Factor 0.77 1.34 3.89 1.20 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.7 0.4 0.4 1.3 3.2 1.8 1.0 Incremental Delay, d2 1.6 0.1 0.1 22.2 2.2 1.5 0.4 59.2 0.1 0.1 0.0 Delay (s) 57.9 3.1 5.5 4.6 57.7 56.4 1.0 Delay (s) 54.2 40.1 114.5 96.7 18.3 39.2 34.7 98.0 56.1 56.1 55.6 Level of Service E A AAEEA Level of Service D D F F B D C F E E E Approach Delay (s) 19.0 5.3 19.5 0.0 Approach Delay (s) 84.5 24.1 84.9 55.8 Approach LOS BABA Approach LOS F C F E Intersection Summary Intersection Summary HCM Average Control Delay 13.3 HCM Level of Service B HCM Average Control Delay 60.9 HCM Level of Service E HCM Volume to Capacity ratio 0.58 HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 9.2 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.0 Intersection Capacity Utilization 64.9% ICU Level of Service C Intersection Capacity Utilization 104.5% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 3 Existing plus Project Conditions Page 1 HCM Signalized Intersection Capacity Analysis PM PEAK HOUR HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 173 132 1279 1133 0 0 Volume (vph) 20 96 65 34 1921 176 231 159 1542 57 40 306 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.94 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1590 3614 3725 Satd. Flow (prot) 1863 1961 1606 1863 5286 1900 2000 2992 1805 1883 1561 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1590 3614 3725 Satd. Flow (perm) 1863 1961 1606 1863 5286 1900 2000 2992 1805 1883 1561 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 180 138 1332 1180 0 0 Adj. Flow (vph) 21 100 68 35 2001 183 241 166 1606 59 42 319 RTOR Reduction (vph) 0 72 0000 RTOR Reduction (vph) 0 0 58 0 94 0 0 0 497 0 0 184 Lane Group Flow (vph) 180 66 1332 1180 0 0 Lane Group Flow (vph) 21 100 10 35 2090 0 241 166 1109 50 51 135 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 26.4 26.4 99.4 134.0 Actuated Green, G (s) 4.2 17.2 17.2 37.0 49.0 42.3 42.3 79.3 18.5 18.5 18.5 Effective Green, g (s) 27.4 27.4 100.4 128.8 Effective Green, g (s) 5.2 19.2 19.2 38.0 51.0 44.3 44.3 83.3 20.5 20.5 20.5 Actuated g/C Ratio 0.20 0.20 0.75 0.96 Actuated g/C Ratio 0.04 0.14 0.14 0.28 0.38 0.33 0.33 0.62 0.15 0.15 0.15 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 409 325 2708 3580 Lane Grp Cap (vph) 72 281 230 528 2012 628 661 1860 276 288 239 v/s Ratio Prot c0.09 c0.37 0.32 v/s Ratio Prot 0.01 0.05 0.02 c0.40 0.13 0.08 c0.20 0.03 0.03 v/s Ratio Perm 0.04 v/s Ratio Perm 0.01 0.17 c0.09 v/c Ratio 0.44 0.20 0.49 0.33 v/c Ratio 0.29 0.36 0.04 0.07 1.04 0.38 0.25 0.60 0.18 0.18 0.57 Uniform Delay, d1 46.6 44.3 6.7 0.1 Uniform Delay, d1 62.6 51.8 49.5 35.0 41.5 34.4 32.7 15.2 49.4 49.4 52.6 Progression Factor 1.00 1.00 0.23 1.00 Progression Factor 1.01 0.26 0.77 0.69 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.4 0.2 0.0 Incremental Delay, d2 0.8 0.7 0.1 0.0 28.5 1.8 0.9 0.3 0.1 0.1 1.8 Delay (s) 47.6 44.7 1.8 0.2 Delay (s) 63.7 14.2 38.4 24.1 59.7 36.2 33.7 15.6 49.6 49.5 54.4 Level of Service D D A A Level of Service E B D C E D C B D D D Approach Delay (s) 46.3 1.0 0.0 Approach Delay (s) 28.4 59.1 19.5 53.3 Approach LOS D A A Approach LOS C E B D Intersection Summary Intersection Summary HCM Average Control Delay 6.1 HCM Level of Service A HCM Average Control Delay 41.0 HCM Level of Service D HCM Volume to Capacity ratio 0.48 HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 134.0 Sum of lost time (s) 6.2 Actuated Cycle Length (s) 134.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.8% ICU Level of Service A Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 2 Existing plus Project Conditions Page 3 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis AM Peak Hour 2: Treat & Buskirk Ave 10/4/2013 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 460 817 0 0 1606 554 195 583 1199 0 0 0 Volume (vph) 119 301 840 1074 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1601 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1601 1881 3762 1683 Adj. Flow (vph) 137 346 966 1234 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 62 0000 Adj. Flow (vph) 500 888 0 0 1746 602 212 634 1303 0 0 0 Lane Group Flow (vph) 137 284 966 1234 0 0 RTOR Reduction (vph) 0000011000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 500 888 0 0 1746 591 212 634 1303 0 0 0 Turn Type Perm Prot Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot Perm Split Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 42.2 42.2 89.6 140.0 Permitted Phases 6 Free Effective Green, g (s) 43.2 43.2 90.6 134.8 Actuated Green, G (s) 25.6 119.8 90.2 90.2 31.0 31.0 160.0 Actuated g/C Ratio 0.31 0.31 0.65 0.96 Effective Green, g (s) 26.6 121.8 92.2 91.2 32.0 32.0 160.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.17 0.76 0.58 0.57 0.20 0.20 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 617 525 2339 3587 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.07 c0.27 0.33 Lane Grp Cap (vph) 607 2864 2978 913 376 752 1683 v/s Ratio Perm c0.17 v/s Ratio Prot 0.14 0.24 0.34 0.11 0.17 v/c Ratio 0.22 0.54 0.41 0.34 v/s Ratio Perm 0.37 c0.77 Uniform Delay, d1 35.9 40.2 11.9 0.1 v/c Ratio 0.82 0.31 0.59 0.65 0.56 0.84 0.77 Progression Factor 1.00 1.00 0.58 1.00 Uniform Delay, d1 64.4 6.0 21.7 23.4 57.7 61.6 0.0 Incremental Delay, d2 0.2 1.4 0.4 0.1 Progression Factor 1.00 1.00 0.08 0.07 1.00 1.00 1.00 Delay (s) 36.2 41.6 7.2 0.2 Incremental Delay, d2 8.5 0.3 0.6 2.5 1.2 8.2 3.5 Level of Service D D A A Delay (s) 72.9 6.3 2.3 4.1 58.9 69.8 3.5 Approach Delay (s) 40.1 3.3 0.0 Level of Service E A AAEEA Approach LOS D A A Approach Delay (s) 30.3 2.7 28.5 0.0 Intersection Summary Approach LOS C A C A HCM Average Control Delay 9.9 HCM Level of Service A Intersection Summary HCM Volume to Capacity ratio 0.45 HCM Average Control Delay 18.7 HCM Level of Service B Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.2 HCM Volume to Capacity ratio 0.77 Intersection Capacity Utilization 47.1% ICU Level of Service A Actuated Cycle Length (s) 160.0 Sum of lost time (s) 0.0 Analysis Period (min) 15 Intersection Capacity Utilization 71.5% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Baseline Conditions Page 2 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 2: Treat & Buskirk Ave 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 6 78 123 124 1504 126 316 200 1862 29 17 74 Volume (vph) 509 1248 0 0 1624 570 129 260 792 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (prot) 3650 3762 5168 1568 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (perm) 3650 3762 5168 1568 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 7 93 146 148 1790 150 376 238 2217 35 20 88 Adj. Flow (vph) 530 1300 0 0 1692 594 134 271 825 0 0 0 RTOR Reduction (vph) 0 0 85 050007730078 RTOR Reduction (vph) 0000060000000 Lane Group Flow (vph) 7 93 61 148 1935 0 376 238 1444 27 28 10 Lane Group Flow (vph) 530 1300 0 0 1692 534 134 271 825 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot Perm Split Free Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 21.6 115.9 90.3 90.3 14.9 14.9 140.0 Actuated Green, G (s) 1.2 56.9 56.9 14.4 69.1 36.0 36.0 50.4 13.7 13.7 13.7 Effective Green, g (s) 22.6 117.9 92.3 91.3 15.9 15.9 140.0 Effective Green, g (s) 2.2 58.9 58.9 15.4 71.1 38.0 38.0 54.4 15.7 15.7 15.7 Actuated g/C Ratio 0.16 0.84 0.66 0.65 0.11 0.11 1.00 Actuated g/C Ratio 0.02 0.42 0.42 0.11 0.51 0.27 0.27 0.39 0.11 0.11 0.11 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 589 3168 3407 1023 214 427 1683 Lane Grp Cap (vph) 29 825 658 205 2793 516 543 1227 202 210 183 v/s Ratio Prot c0.15 0.35 0.33 0.07 c0.07 v/s Ratio Prot 0.00 0.05 0.08 c0.35 0.20 0.12 c0.32 c0.01 0.01 v/s Ratio Perm c0.34 0.49 v/s Ratio Perm 0.04 0.16 0.01 v/c Ratio 0.90 0.41 0.50 0.52 0.63 0.63 0.49 v/c Ratio 0.24 0.11 0.09 0.72 0.69 0.73 0.44 1.18 0.13 0.13 0.05 Uniform Delay, d1 57.6 2.7 12.1 12.8 59.2 59.3 0.0 Uniform Delay, d1 68.1 24.7 24.5 60.2 26.2 46.3 42.2 42.8 56.0 56.0 55.5 Progression Factor 0.76 2.05 0.48 0.36 1.00 1.00 1.00 Progression Factor 0.77 0.90 2.15 1.44 0.49 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 0.2 0.4 1.4 4.1 2.3 1.0 Incremental Delay, d2 1.6 0.1 0.1 9.1 1.3 5.5 0.8 88.4 0.1 0.1 0.0 Delay (s) 52.2 5.6 6.2 5.9 63.3 61.5 1.0 Delay (s) 54.0 22.4 52.7 95.7 14.0 51.8 42.9 131.2 56.1 56.1 55.6 Level of Service D A AAEEA Level of Service D C D F B D D F E E E Approach Delay (s) 19.1 6.1 21.1 0.0 Approach Delay (s) 41.3 19.8 113.3 55.8 Approach LOS B A C A Approach LOS D B F E Intersection Summary Intersection Summary HCM Average Control Delay 14.0 HCM Level of Service B HCM Average Control Delay 71.6 HCM Level of Service E HCM Volume to Capacity ratio 0.60 HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.2 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.0 Intersection Capacity Utilization 66.0% ICU Level of Service C Intersection Capacity Utilization 104.2% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 3 Baseline Conditions Page 1 HCM Signalized Intersection Capacity Analysis PM PEAK HOUR HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 225 133 1297 1168 0 0 Volume (vph) 20 148 65 34 1973 176 232 159 1608 57 40 306 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.94 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1604 3614 3725 Satd. Flow (prot) 1863 1961 1603 1863 5287 1900 2000 2992 1805 1883 1547 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1604 3614 3725 Satd. Flow (perm) 1863 1961 1603 1863 5287 1900 2000 2992 1805 1883 1547 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 234 139 1351 1217 0 0 Adj. Flow (vph) 21 154 68 35 2055 183 242 166 1675 59 42 319 RTOR Reduction (vph) 0 55 0000 RTOR Reduction (vph) 0 0 58 0 93 0 0 0 412 0 0 197 Lane Group Flow (vph) 234 84 1351 1217 0 0 Lane Group Flow (vph) 21 154 10 35 2145 0 242 166 1263 50 51 122 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 17.0 17.0 49.8 75.0 Actuated Green, G (s) 4.3 20.0 20.0 41.3 56.0 51.2 51.2 92.5 18.5 18.5 18.5 Effective Green, g (s) 18.0 18.0 50.8 69.8 Effective Green, g (s) 5.3 22.0 22.0 42.3 58.0 53.2 53.2 96.5 20.5 20.5 20.5 Actuated g/C Ratio 0.24 0.24 0.68 0.93 Actuated g/C Ratio 0.04 0.15 0.15 0.28 0.39 0.35 0.35 0.64 0.14 0.14 0.14 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 480 385 2448 3467 Lane Grp Cap (vph) 66 288 235 525 2044 674 709 1925 247 257 211 v/s Ratio Prot c0.12 c0.37 0.33 v/s Ratio Prot 0.01 0.08 0.02 c0.41 0.13 0.08 c0.23 0.03 0.03 v/s Ratio Perm 0.05 v/s Ratio Perm 0.01 0.19 c0.08 v/c Ratio 0.49 0.22 0.55 0.35 v/c Ratio 0.32 0.53 0.04 0.07 1.05 0.36 0.23 0.66 0.20 0.20 0.58 Uniform Delay, d1 24.5 22.8 6.2 0.3 Uniform Delay, d1 70.6 59.3 55.0 39.4 46.0 35.8 34.1 16.5 57.5 57.5 60.7 Progression Factor 1.00 1.00 0.90 1.00 Progression Factor 1.27 0.86 1.87 0.68 0.92 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.4 0.3 0.0 Incremental Delay, d2 0.9 1.7 0.1 0.0 31.9 1.5 0.8 0.6 0.1 0.1 2.4 Delay (s) 25.6 23.2 5.9 0.3 Delay (s) 90.3 52.7 102.9 27.0 74.2 37.3 34.8 17.1 57.6 57.6 63.1 Level of Service C C A A Level of Service F D F C E D C BEEE Approach Delay (s) 24.7 3.2 0.0 Approach Delay (s) 70.0 73.5 20.9 61.8 Approach LOS C A A Approach LOS E E C E Intersection Summary Intersection Summary HCM Average Control Delay 6.0 HCM Level of Service A HCM Average Control Delay 50.5 HCM Level of Service D HCM Volume to Capacity ratio 0.54 HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 6.2 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Intersection Capacity Utilization 95.6% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 2 Baseline Conditions Page 3 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis AM Peak Hour 2: Treat & Buskirk Ave 10/4/2013 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 460 825 0 0 1610 562 195 583 1199 0 0 0 Volume (vph) 119 301 848 1074 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1601 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1601 1881 3762 1683 Adj. Flow (vph) 137 346 975 1234 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 61 0000 Adj. Flow (vph) 500 897 0 0 1750 611 212 634 1303 0 0 0 Lane Group Flow (vph) 137 285 975 1234 0 0 RTOR Reduction (vph) 0000011000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 500 897 0 0 1750 600 212 634 1303 0 0 0 Turn Type Perm Prot Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot Perm Split Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 42.3 42.3 89.5 140.0 Permitted Phases 6 Free Effective Green, g (s) 43.3 43.3 90.5 134.8 Actuated Green, G (s) 25.6 119.8 90.2 90.2 31.0 31.0 160.0 Actuated g/C Ratio 0.31 0.31 0.65 0.96 Effective Green, g (s) 26.6 121.8 92.2 91.2 32.0 32.0 160.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.17 0.76 0.58 0.57 0.20 0.20 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 619 526 2336 3587 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.07 c0.27 0.33 Lane Grp Cap (vph) 607 2864 2978 913 376 752 1683 v/s Ratio Perm c0.17 v/s Ratio Prot 0.14 0.24 0.34 0.11 0.17 v/c Ratio 0.22 0.54 0.42 0.34 v/s Ratio Perm 0.37 c0.77 Uniform Delay, d1 35.9 40.1 12.0 0.1 v/c Ratio 0.82 0.31 0.59 0.66 0.56 0.84 0.77 Progression Factor 1.00 1.00 0.58 1.00 Uniform Delay, d1 64.4 6.0 21.7 23.6 57.7 61.6 0.0 Incremental Delay, d2 0.2 1.4 0.4 0.1 Progression Factor 1.00 1.00 0.08 0.07 1.00 1.00 1.00 Delay (s) 36.1 41.6 7.3 0.2 Incremental Delay, d2 8.5 0.3 0.6 2.6 1.2 8.2 3.5 Level of Service D D A A Delay (s) 72.9 6.3 2.3 4.2 58.9 69.8 3.5 Approach Delay (s) 40.0 3.3 0.0 Level of Service E A AAEEA Approach LOS D A A Approach Delay (s) 30.1 2.8 28.5 0.0 Intersection Summary Approach LOS C A C A HCM Average Control Delay 9.9 HCM Level of Service A Intersection Summary HCM Volume to Capacity ratio 0.46 HCM Average Control Delay 18.6 HCM Level of Service B Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.2 HCM Volume to Capacity ratio 0.77 Intersection Capacity Utilization 47.4% ICU Level of Service A Actuated Cycle Length (s) 160.0 Sum of lost time (s) 0.0 Analysis Period (min) 15 Intersection Capacity Utilization 72.0% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 1 Baseline plus Project Conditions Page 2 HCM Signalized Intersection Capacity Analysis AM Peak Hour HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 2: Treat & Buskirk Ave 10/4/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 6 78 123 124 1511 126 316 200 1868 29 17 74 Volume (vph) 509 1283 0 0 1631 590 129 260 792 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.93 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (prot) 3650 3762 5168 1568 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1563 1863 5500 1900 2000 2992 1805 1873 1628 Satd. Flow (perm) 3650 3762 5168 1568 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 7 93 146 148 1799 150 376 238 2224 35 20 88 Adj. Flow (vph) 530 1336 0 0 1699 615 134 271 825 0 0 0 RTOR Reduction (vph) 0 0 85 050007730078 RTOR Reduction (vph) 0000060000000 Lane Group Flow (vph) 7 93 61 148 1944 0 376 238 1451 27 28 10 Lane Group Flow (vph) 530 1336 0 0 1699 555 134 271 825 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot Perm Split Free Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 21.6 115.9 90.3 90.3 14.9 14.9 140.0 Actuated Green, G (s) 1.2 56.9 56.9 14.4 69.1 36.0 36.0 50.4 13.7 13.7 13.7 Effective Green, g (s) 22.6 117.9 92.3 91.3 15.9 15.9 140.0 Effective Green, g (s) 2.2 58.9 58.9 15.4 71.1 38.0 38.0 54.4 15.7 15.7 15.7 Actuated g/C Ratio 0.16 0.84 0.66 0.65 0.11 0.11 1.00 Actuated g/C Ratio 0.02 0.42 0.42 0.11 0.51 0.27 0.27 0.39 0.11 0.11 0.11 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 589 3168 3407 1023 214 427 1683 Lane Grp Cap (vph) 29 825 658 205 2793 516 543 1227 202 210 183 v/s Ratio Prot c0.15 0.36 0.33 0.07 c0.07 v/s Ratio Prot 0.00 0.05 0.08 c0.35 0.20 0.12 c0.32 c0.01 0.01 v/s Ratio Perm c0.35 0.49 v/s Ratio Perm 0.04 0.16 0.01 v/c Ratio 0.90 0.42 0.50 0.54 0.63 0.63 0.49 v/c Ratio 0.24 0.11 0.09 0.72 0.70 0.73 0.44 1.18 0.13 0.13 0.05 Uniform Delay, d1 57.6 2.7 12.1 13.1 59.2 59.3 0.0 Uniform Delay, d1 68.1 24.7 24.5 60.2 26.2 46.3 42.2 42.8 56.0 56.0 55.5 Progression Factor 0.75 2.08 0.48 0.37 1.00 1.00 1.00 Progression Factor 0.77 0.90 2.15 1.44 0.48 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 0.2 0.4 1.5 4.1 2.3 1.0 Incremental Delay, d2 1.6 0.1 0.1 9.1 1.3 5.5 0.8 90.8 0.1 0.1 0.0 Delay (s) 51.5 5.8 6.1 6.3 63.3 61.5 1.0 Delay (s) 54.0 22.4 52.7 95.7 13.9 51.8 42.9 133.6 56.1 56.1 55.6 Level of Service D A AAEEA Level of Service D C D F B D D F E E E Approach Delay (s) 18.8 6.2 21.1 0.0 Approach Delay (s) 41.3 19.7 115.2 55.8 Approach LOS B A C A Approach LOS D B F E Intersection Summary Intersection Summary HCM Average Control Delay 13.9 HCM Level of Service B HCM Average Control Delay 72.6 HCM Level of Service E HCM Volume to Capacity ratio 0.62 HCM Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 10.2 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 6.0 Intersection Capacity Utilization 67.2% ICU Level of Service C Intersection Capacity Utilization 104.4% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 3 Baseline plus Project Conditions Page 1 HCM Signalized Intersection Capacity Analysis PM PEAK HOUR HCM Signalized Intersection Capacity Analysis PM PEAK HOUR 17: Ygnacio Valley & SB I-680 On-ramp 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 225 133 1316 1168 0 0 Volume (vph) 20 148 65 34 1993 176 232 159 1633 57 40 306 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.94 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1604 3614 3725 Satd. Flow (prot) 1863 1961 1603 1863 5288 1900 2000 2992 1805 1883 1547 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1604 3614 3725 Satd. Flow (perm) 1863 1961 1603 1863 5288 1900 2000 2992 1805 1883 1547 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 234 139 1371 1217 0 0 Adj. Flow (vph) 21 154 68 35 2076 183 242 166 1701 59 42 319 RTOR Reduction (vph) 0 53 0000 RTOR Reduction (vph) 0 0 58 0 93 0 0 0 412 0 0 197 Lane Group Flow (vph) 234 86 1371 1217 0 0 Lane Group Flow (vph) 21 154 10 35 2166 0 242 166 1289 50 51 122 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot Turn Type Prot Perm Prot Split custom Split Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 17.0 17.0 49.8 75.0 Actuated Green, G (s) 4.3 20.0 20.0 41.3 56.0 51.2 51.2 92.5 18.5 18.5 18.5 Effective Green, g (s) 18.0 18.0 50.8 69.8 Effective Green, g (s) 5.3 22.0 22.0 42.3 58.0 53.2 53.2 96.5 20.5 20.5 20.5 Actuated g/C Ratio 0.24 0.24 0.68 0.93 Actuated g/C Ratio 0.04 0.15 0.15 0.28 0.39 0.35 0.35 0.64 0.14 0.14 0.14 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 480 385 2448 3467 Lane Grp Cap (vph) 66 288 235 525 2045 674 709 1925 247 257 211 v/s Ratio Prot c0.12 c0.38 0.33 v/s Ratio Prot 0.01 0.08 0.02 c0.41 0.13 0.08 c0.24 0.03 0.03 v/s Ratio Perm 0.05 v/s Ratio Perm 0.01 0.19 c0.08 v/c Ratio 0.49 0.22 0.56 0.35 v/c Ratio 0.32 0.53 0.04 0.07 1.06 0.36 0.23 0.67 0.20 0.20 0.58 Uniform Delay, d1 24.5 22.9 6.3 0.3 Uniform Delay, d1 70.6 59.3 55.0 39.4 46.0 35.8 34.1 16.8 57.5 57.5 60.7 Progression Factor 1.00 1.00 0.90 1.00 Progression Factor 1.27 0.86 1.87 0.68 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.4 0.3 0.0 Incremental Delay, d2 0.9 1.7 0.1 0.0 35.2 1.5 0.8 0.7 0.1 0.1 2.4 Delay (s) 25.6 23.3 6.0 0.3 Delay (s) 90.3 52.7 102.9 26.7 77.2 37.3 34.8 17.5 57.6 57.6 63.1 Level of Service C C A A Level of Service F D F C E D C BEEE Approach Delay (s) 24.7 3.3 0.0 Approach Delay (s) 70.0 76.4 21.1 61.8 Approach LOS C A A Approach LOS E E C E Intersection Summary Intersection Summary HCM Average Control Delay 6.0 HCM Level of Service A HCM Average Control Delay 51.9 HCM Level of Service D HCM Volume to Capacity ratio 0.54 HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 6.2 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 55.0% ICU Level of Service A Intersection Capacity Utilization 96.4% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline plus Project Conditions Page 2 Baseline plus Project Conditions Page 3 C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC !)I7D%'Pss h7xv x6r(U rhU rh7yq 10/23/2013 &)T7D%'P h(`thpvWhyyr`thpvWhyyrSq 10/23/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 500 900 0 0 1839 549 210 555 1271 0 0 0 Volume (vph) 174 243 878 1090 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1600 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1600 1881 3762 1683 Adj. Flow (vph) 200 279 1009 1253 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 61 0000 Adj. Flow (vph) 543 978 0 0 1999 597 228 603 1382 0 0 0 Lane Group Flow (vph) 200 218 1009 1253 0 0 RTOR Reduction (vph) 0000015000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 543 978 0 0 1999 582 228 603 1382 0 0 0 Turn Type NA Perm Prot NA Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot NA NA Perm Split NA Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 20.4 20.4 36.4 65.0 Permitted Phases 6 Free Effective Green, g (s) 21.4 21.4 37.4 59.8 Actuated Green, G (s) 27.6 122.4 90.8 90.8 30.4 30.4 162.0 Actuated g/C Ratio 0.33 0.33 0.58 0.92 Effective Green, g (s) 28.6 124.4 92.8 91.8 31.4 31.4 162.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.18 0.77 0.57 0.57 0.19 0.19 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 658 559 2079 3427 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.10 c0.28 0.34 Lane Grp Cap (vph) 644 2888 2960 906 364 729 1683 v/s Ratio Perm c0.13 v/s Ratio Prot 0.15 0.26 0.39 0.12 0.16 v/c Ratio 0.30 0.39 0.49 0.37 v/s Ratio Perm 0.36 c0.82 Uniform Delay, d1 16.2 16.8 8.1 0.3 v/c Ratio 0.84 0.34 0.68 0.64 0.63 0.83 0.82 Progression Factor 1.00 1.00 0.91 1.00 Uniform Delay, d1 64.5 5.9 24.1 23.9 59.9 62.7 0.0 Incremental Delay, d2 0.4 0.6 0.5 0.1 Progression Factor 1.00 1.00 0.12 0.10 1.00 1.00 1.00 Delay (s) 16.6 17.4 7.9 0.4 Incremental Delay, d2 9.4 0.3 0.8 2.1 2.4 7.3 4.6 Level of Service BBAA Delay (s) 74.0 6.2 3.6 4.5 62.3 70.0 4.6 Approach Delay (s) 17.1 3.7 0.0 Level of Service E A AAEEA Approach LOS B A A Approach Delay (s) 30.4 3.8 28.4 0.0 Intersection Summary Approach LOS C A C A HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A Intersection Summary HCM 2000 Volume to Capacity ratio 0.48 HCM 2000 Control Delay 18.8 HCM 2000 Level of Service B Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.2 HCM 2000 Volume to Capacity ratio 0.87 Intersection Capacity Utilization 44.8% ICU Level of Service A Actuated Cycle Length (s) 162.0 Sum of lost time (s) 9.2 Analysis Period (min) 15 Intersection Capacity Utilization 71.9% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative Conditions Synchro 8 Report Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative Conditions Synchro 8 Report Page 1 Page 2 C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC ')I7D%'Pss hPhxyhq7yq(`thpvWhyyrSq 10/23/2013 !)I7D%'Pss h7xv x6r(U rhU rh7yrh q 10/23/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 9 99 153 139 1510 187 314 275 1973 65 27 135 Volume (vph) 515 1300 0 0 1963 600 147 250 800 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1568 1863 5500 1900 2000 2992 1805 1861 1632 Satd. Flow (prot) 3650 3762 5168 1576 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1568 1863 5500 1900 2000 2992 1805 1861 1632 Satd. Flow (perm) 3650 3762 5168 1576 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 11 118 182 165 1798 223 374 327 2349 77 32 161 Adj. Flow (vph) 536 1354 0 0 2045 625 153 260 833 0 0 0 RTOR Reduction (vph) 0 0 108 0 10 0 0 0 664 0 0 141 RTOR Reduction (vph) 0000076000000 Lane Group Flow (vph) 11 118 74 165 2011 0 374 327 1685 54 55 20 Lane Group Flow (vph) 536 1354 0 0 2045 549 153 260 833 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot NA NA Perm Split NA Free Turn Type Prot NA Perm Prot NA Split NA custom Split NA Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 21.5 103.9 78.4 78.4 14.9 14.9 128.0 Actuated Green, G (s) 2.5 50.6 50.6 10.0 57.1 36.0 36.0 46.0 14.4 14.4 14.4 Effective Green, g (s) 22.5 105.9 80.4 79.4 15.9 15.9 128.0 Effective Green, g (s) 3.5 52.6 52.6 11.0 59.1 38.0 38.0 50.0 16.4 16.4 16.4 Actuated g/C Ratio 0.18 0.83 0.63 0.62 0.12 0.12 1.00 Actuated g/C Ratio 0.03 0.40 0.40 0.08 0.45 0.29 0.29 0.38 0.13 0.13 0.13 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 641 3112 3246 977 233 467 1683 Lane Grp Cap (vph) 50 793 634 157 2500 555 584 1219 227 234 205 v/s Ratio Prot c0.15 0.36 c0.40 c0.08 0.07 v/s Ratio Prot 0.01 0.06 0.09 c0.37 0.20 0.16 c0.40 c0.03 0.03 v/s Ratio Perm 0.35 0.49 v/s Ratio Perm 0.05 0.16 0.01 v/c Ratio 0.84 0.44 0.63 0.56 0.66 0.56 0.49 v/c Ratio 0.22 0.15 0.12 1.05 0.80 0.67 0.56 1.38 0.24 0.24 0.10 Uniform Delay, d1 51.0 3.0 14.6 14.2 53.4 52.7 0.0 Uniform Delay, d1 61.9 24.5 24.2 59.5 30.5 40.5 38.9 40.0 51.2 51.2 50.3 Progression Factor 0.89 1.47 0.36 0.17 1.00 1.00 1.00 Progression Factor 1.09 0.87 1.96 1.33 0.52 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 0.1 0.5 1.2 5.0 0.8 1.0 Incremental Delay, d2 0.8 0.1 0.1 80.4 2.5 3.5 1.4 177.2 0.2 0.2 0.1 Delay (s) 47.5 4.5 5.8 3.7 58.5 53.6 1.0 Delay (s) 68.3 21.4 47.6 159.6 18.2 44.1 40.4 217.2 51.4 51.3 50.3 Level of Service D A A A E D A Level of Service E C D F B D D F D D D Approach Delay (s) 16.7 5.3 19.1 0.0 Approach Delay (s) 38.4 28.8 177.0 50.7 Approach LOS BABA Approach LOS D C F D Intersection Summary Intersection Summary HCM 2000 Control Delay 12.0 HCM 2000 Level of Service B HCM 2000 Control Delay 108.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.67 HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 9.2 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative Conditions Synchro 8 Report Shadelands Gateway Specific Plan 4/4/2013 Cumulative Conditions Synchro 8 Report Page 3 Page 1 C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC &)T7D%'P h(`thpvWhyyr`thpvWhyyrSq 10/23/2013 ')I7D%'Pss hPhxyhq7yq(`thpvWhyyrSq 10/23/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 273 158 1279 1387 0 0 Volume (vph) 36 217 98 35 2136 221 235 186 1460 72 51 412 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1614 3614 3725 Satd. Flow (prot) 1863 1961 1607 1863 5278 1900 2000 2992 1805 1883 1568 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1614 3614 3725 Satd. Flow (perm) 1863 1961 1607 1863 5278 1900 2000 2992 1805 1883 1568 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 284 165 1332 1445 0 0 Adj. Flow (vph) 38 226 102 36 2225 230 245 194 1521 75 53 429 RTOR Reduction (vph) 0 50 0000 RTOR Reduction (vph) 0 0 83 0 93 0 0 0 470 0 0 160 Lane Group Flow (vph) 284 115 1332 1445 0 0 Lane Group Flow (vph) 38 226 19 36 2362 0 245 194 1051 63 65 269 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type NA Perm Prot NA Turn Type Prot NA Perm Prot NA Split NA custom Split NA Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 34.8 34.8 85.0 128.0 Actuated Green, G (s) 6.2 22.1 22.1 33.1 48.0 30.8 30.8 63.9 23.0 23.0 23.0 Effective Green, g (s) 35.8 35.8 86.0 122.8 Effective Green, g (s) 7.2 24.1 24.1 34.1 50.0 32.8 32.8 67.9 25.0 25.0 25.0 Actuated g/C Ratio 0.28 0.28 0.67 0.96 Actuated g/C Ratio 0.06 0.19 0.19 0.27 0.39 0.26 0.26 0.53 0.20 0.20 0.20 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 559 451 2428 3573 Lane Grp Cap (vph) 104 369 302 496 2061 486 512 1587 352 367 306 v/s Ratio Prot c0.14 c0.37 0.39 v/s Ratio Prot 0.02 0.12 0.02 c0.45 0.13 0.10 c0.17 0.03 0.03 v/s Ratio Perm 0.07 v/s Ratio Perm 0.01 0.18 c0.17 v/c Ratio 0.51 0.25 0.55 0.40 v/c Ratio 0.37 0.61 0.06 0.07 1.15 0.50 0.38 0.66 0.18 0.18 0.88 Uniform Delay, d1 38.7 35.7 10.9 0.2 Uniform Delay, d1 58.2 47.7 42.7 35.1 39.0 40.7 39.2 21.8 42.9 42.9 50.0 Progression Factor 1.00 1.00 0.32 1.00 Progression Factor 1.12 0.51 1.25 0.72 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.4 0.1 0.0 Incremental Delay, d2 0.8 2.8 0.1 0.0 69.9 3.7 2.1 0.8 0.1 0.1 23.0 Delay (s) 39.7 36.2 3.6 0.2 Delay (s) 66.2 27.1 53.5 25.2 89.7 44.4 41.3 22.6 43.0 43.0 73.0 Level of Service D D A A Level of Service E C D C F DDCDDE Approach Delay (s) 38.4 1.8 0.0 Approach Delay (s) 38.5 88.7 27.2 66.1 Approach LOS D A A Approach LOS D F C E Intersection Summary Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Control Delay 60.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.55 HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 10.2 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 55.0% ICU Level of Service A Intersection Capacity Utilization 93.9% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan 4/4/2013 Cumulative Conditions Synchro 8 Report Shadelands Gateway Specific Plan 4/4/2013 Cumulative Conditions Synchro 8 Report Page 2 Page 3 C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC !)I7D%'Pss h7xv x6r(U rhU rh7yq 10/23/2013 &)T7D%'P h(`thpvWhyyr`thpvWhyyrSq 10/23/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBT EBR WBL WBT NBL NBR Lane Configurations Lane Configurations Volume (vph) 500 902 0 0 1842 556 210 555 1271 0 0 0 Volume (vph) 174 243 885 1090 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Total Lost time (s) 3.2 3.2 3.0 5.0 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Lane Util. Factor 1.00 1.00 0.97 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Satd. Flow (prot) 2000 1700 3614 3725 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3650 3762 5168 1600 1881 3762 1683 Satd. Flow (perm) 2000 1700 3614 3725 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Satd. Flow (perm) 3650 3762 5168 1600 1881 3762 1683 Adj. Flow (vph) 200 279 1017 1253 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 RTOR Reduction (vph) 0 60 0000 Adj. Flow (vph) 543 980 0 0 2002 604 228 603 1382 0 0 0 Lane Group Flow (vph) 200 219 1017 1253 0 0 RTOR Reduction (vph) 0000015000000 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Lane Group Flow (vph) 543 980 0 0 2002 589 228 603 1382 0 0 0 Turn Type NA Perm Prot NA Confl. Peds. (#/hr) 11 11 Protected Phases 2 1 1 2 Turn Type Prot NA NA Perm Split NA Free Permitted Phases 2 Protected Phases 5 2 6 8 8 Actuated Green, G (s) 20.4 20.4 36.4 65.0 Permitted Phases 6 Free Effective Green, g (s) 21.4 21.4 37.4 59.8 Actuated Green, G (s) 27.6 122.4 90.8 90.8 30.4 30.4 162.0 Actuated g/C Ratio 0.33 0.33 0.58 0.92 Effective Green, g (s) 28.6 124.4 92.8 91.8 31.4 31.4 162.0 Clearance Time (s) 4.2 4.2 4.0 Actuated g/C Ratio 0.18 0.77 0.57 0.57 0.19 0.19 1.00 Vehicle Extension (s) 4.0 4.0 3.0 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Lane Grp Cap (vph) 658 559 2079 3427 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 v/s Ratio Prot 0.10 c0.28 0.34 Lane Grp Cap (vph) 644 2888 2960 906 364 729 1683 v/s Ratio Perm c0.13 v/s Ratio Prot 0.15 0.26 0.39 0.12 0.16 v/c Ratio 0.30 0.39 0.49 0.37 v/s Ratio Perm 0.37 c0.82 Uniform Delay, d1 16.2 16.8 8.2 0.3 v/c Ratio 0.84 0.34 0.68 0.65 0.63 0.83 0.82 Progression Factor 1.00 1.00 0.91 1.00 Uniform Delay, d1 64.5 5.9 24.1 24.1 59.9 62.7 0.0 Incremental Delay, d2 0.4 0.6 0.6 0.1 Progression Factor 1.00 1.00 0.12 0.10 1.00 1.00 1.00 Delay (s) 16.6 17.4 8.0 0.4 Incremental Delay, d2 9.4 0.3 0.7 2.2 2.4 7.3 4.6 Level of Service BBAA Delay (s) 74.0 6.2 3.6 4.7 62.3 70.0 4.6 Approach Delay (s) 17.1 3.8 0.0 Level of Service E A AAEEA Approach LOS B A A Approach Delay (s) 30.4 3.8 28.4 0.0 Intersection Summary Approach LOS C A C A HCM 2000 Control Delay 6.1 HCM 2000 Level of Service A Intersection Summary HCM 2000 Volume to Capacity ratio 0.49 HCM 2000 Control Delay 18.8 HCM 2000 Level of Service B Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.2 HCM 2000 Volume to Capacity ratio 0.87 Intersection Capacity Utilization 44.9% ICU Level of Service A Actuated Cycle Length (s) 162.0 Sum of lost time (s) 9.2 Analysis Period (min) 15 Intersection Capacity Utilization 72.0% ICU Level of Service C c Critical Lane Group Analysis Period (min) 15 c Critical Lane Group

Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative plus Project Conditions Synchro 8 Report Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative plus Project Conditions Synchro 8 Report Page 1 Page 2 C8HTvthyvrqDr rpv8hhpv6hyv6HQrhxC C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC ')I7D%'Pss hPhxyhq7yq(`thpvWhyyrSq 10/23/2013 !)I7D%'Pss h7xv x6r(U rhU rh7yrh q 10/23/2013

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 9 99 153 139 1517 187 314 275 1975 65 27 135 Volume (vph) 515 1334 0 0 1970 617 147 250 800 0 0 0 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Total Lost time (s) 3.0 3.0 3.0 4.0 3.2 3.2 3.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Lane Util. Factor 0.97 0.95 *0.87 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.94 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.96 Frpb, ped/bikes 1.00 1.00 1.00 0.94 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Frt 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1863 1961 1568 1863 5500 1900 2000 2992 1805 1861 1632 Satd. Flow (prot) 3650 3762 5168 1576 1881 3762 1683 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1863 1961 1568 1863 5500 1900 2000 2992 1805 1861 1632 Satd. Flow (perm) 3650 3762 5168 1576 1881 3762 1683 Peak-hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 11 118 182 165 1806 223 374 327 2351 77 32 161 Adj. Flow (vph) 536 1390 0 0 2052 643 153 260 833 0 0 0 RTOR Reduction (vph) 0 0 108 0 10 0 0 0 664 0 0 141 RTOR Reduction (vph) 0000076000000 Lane Group Flow (vph) 11 118 74 165 2019 0 374 327 1687 54 55 20 Lane Group Flow (vph) 536 1390 0 0 2052 567 153 260 833 0 0 0 Confl. Peds. (#/hr) 25 22 22 25 19 19 Confl. Peds. (#/hr) 19 19 Confl. Bikes (#/hr) 1 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type Prot NA NA Perm Split NA Free Turn Type Prot NA Perm Prot NA Split NA custom Split NA Perm Protected Phases 5 2 6 8 8 Protected Phases 1 6 5 2 33344 Permitted Phases 6 Free Permitted Phases 6 5 4 Actuated Green, G (s) 21.5 103.9 78.4 78.4 14.9 14.9 128.0 Actuated Green, G (s) 2.5 50.6 50.6 10.0 57.1 36.0 36.0 46.0 14.4 14.4 14.4 Effective Green, g (s) 22.5 105.9 80.4 79.4 15.9 15.9 128.0 Effective Green, g (s) 3.5 52.6 52.6 11.0 59.1 38.0 38.0 50.0 16.4 16.4 16.4 Actuated g/C Ratio 0.18 0.83 0.63 0.62 0.12 0.12 1.00 Actuated g/C Ratio 0.03 0.40 0.40 0.08 0.45 0.29 0.29 0.38 0.13 0.13 0.13 Clearance Time (s) 4.0 5.0 5.0 5.0 4.2 4.2 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 6.0 6.0 6.0 2.0 2.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 641 3112 3246 977 233 467 1683 Lane Grp Cap (vph) 50 793 634 157 2500 555 584 1219 227 234 205 v/s Ratio Prot c0.15 0.37 c0.40 c0.08 0.07 v/s Ratio Prot 0.01 0.06 0.09 c0.37 0.20 0.16 c0.40 c0.03 0.03 v/s Ratio Perm 0.36 0.49 v/s Ratio Perm 0.05 0.16 0.01 v/c Ratio 0.84 0.45 0.63 0.58 0.66 0.56 0.49 v/c Ratio 0.22 0.15 0.12 1.05 0.81 0.67 0.56 1.38 0.24 0.24 0.10 Uniform Delay, d1 51.0 3.0 14.7 14.4 53.4 52.7 0.0 Uniform Delay, d1 61.9 24.5 24.2 59.5 30.6 40.5 38.9 40.0 51.2 51.2 50.3 Progression Factor 0.89 1.45 0.36 0.18 1.00 1.00 1.00 Progression Factor 1.09 0.87 1.96 1.33 0.51 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.0 0.5 1.3 5.0 0.8 1.0 Incremental Delay, d2 0.8 0.1 0.1 80.3 2.5 3.5 1.4 177.9 0.2 0.2 0.1 Delay (s) 46.2 4.4 5.8 3.9 58.5 53.6 1.0 Delay (s) 68.3 21.4 47.6 159.7 18.2 44.1 40.4 217.9 51.4 51.3 50.3 Level of Service D A A A E D A Level of Service E C D F B D D F D D D Approach Delay (s) 16.1 5.3 19.1 0.0 Approach Delay (s) 38.4 28.9 177.6 50.7 Approach LOS BABA Approach LOS D C F D Intersection Summary Intersection Summary HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Control Delay 108.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.67 HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 9.2 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 68.7% ICU Level of Service C Intersection Capacity Utilization 108.0% ICU Level of Service G Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan 7:00 am 4/9/2013 Cumulative plus Project Conditions Synchro 8 Report Shadelands Gateway Specific Plan 4/4/2013 Cumulative plus Project Conditions Synchro 8 Report Page 3 Page 1 C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC C8HTvthyvrqDr rpv8hhpv6hyvQHQrhxC &)T7D%'P h(`thpvWhyyr`thpvWhyyrSq 10/23/2013 ')I7D%'Pss hPhxyhq7yq(`thpvWhyyrSq 10/23/2013

Movement EBT EBR WBL WBT NBL NBR Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Lane Configurations Volume (vph) 273 158 1319 1387 0 0 Volume (vph) 36 217 98 35 2153 246 235 216 1484 91 51 435 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 Ideal Flow (vphpl) 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 Total Lost time (s) 3.2 3.2 3.0 5.0 Total Lost time (s) 3.0 3.0 3.0 3.0 4.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 1.00 1.00 0.97 0.95 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.88 0.95 0.95 1.00 Frpb, ped/bikes 1.00 0.95 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 2000 1614 3614 3725 Satd. Flow (prot) 1863 1961 1607 1863 5271 1900 2000 2992 1805 1873 1569 Flt Permitted 1.00 1.00 0.95 1.00 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 2000 1614 3614 3725 Satd. Flow (perm) 1863 1961 1607 1863 5271 1900 2000 2992 1805 1873 1569 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 284 165 1374 1445 0 0 Adj. Flow (vph) 38 226 102 36 2243 256 245 225 1546 95 53 453 RTOR Reduction (vph) 0 46 0000 RTOR Reduction (vph) 0 0 83 0 93 0 0 0 457 0 0 158 Lane Group Flow (vph) 284 119 1374 1445 0 0 Lane Group Flow (vph) 38 226 19 36 2406 0 245 225 1089 73 75 295 Confl. Peds. (#/hr) 33 33 Confl. Peds. (#/hr) 9 9 41 41 Confl. Bikes (#/hr) 5 Confl. Bikes (#/hr) 6 Heavy Vehicles (%) 0% 0% 2% 2% 0% 0% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% Turn Type NA Perm Prot NA Turn Type Prot NA Perm Prot NA Split NA custom Split NA Perm Protected Phases 2 1 1 2 Protected Phases 1 6 5 2 33344 Permitted Phases 2 Permitted Phases 6 5 4 Actuated Green, G (s) 34.8 34.8 85.0 128.0 Actuated Green, G (s) 6.2 22.1 22.1 33.1 48.0 29.4 29.4 62.5 24.4 24.4 24.4 Effective Green, g (s) 35.8 35.8 86.0 122.8 Effective Green, g (s) 7.2 24.1 24.1 34.1 50.0 31.4 31.4 66.5 26.4 26.4 26.4 Actuated g/C Ratio 0.28 0.28 0.67 0.96 Actuated g/C Ratio 0.06 0.19 0.19 0.27 0.39 0.25 0.25 0.52 0.21 0.21 0.21 Clearance Time (s) 4.2 4.2 4.0 Clearance Time (s) 4.0 5.0 5.0 4.0 6.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 4.0 4.0 3.0 Vehicle Extension (s) 2.0 3.0 3.0 2.0 6.0 4.0 4.0 4.0 2.0 2.0 2.0 Lane Grp Cap (vph) 559 451 2428 3573 Lane Grp Cap (vph) 104 369 302 496 2058 466 490 1554 372 386 323 v/s Ratio Prot c0.14 c0.38 0.39 v/s Ratio Prot 0.02 0.12 0.02 c0.46 0.13 0.11 c0.17 0.04 0.04 v/s Ratio Perm 0.07 v/s Ratio Perm 0.01 0.19 c0.19 v/c Ratio 0.51 0.26 0.57 0.40 v/c Ratio 0.37 0.61 0.06 0.07 1.17 0.53 0.46 0.70 0.20 0.19 0.91 Uniform Delay, d1 38.7 35.8 11.1 0.2 Uniform Delay, d1 58.2 47.7 42.7 35.1 39.0 41.8 41.1 23.2 42.0 42.0 49.7 Progression Factor 1.00 1.00 0.32 1.00 Progression Factor 1.13 0.52 1.30 0.72 0.50 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.4 0.1 0.0 Incremental Delay, d2 0.8 2.8 0.1 0.0 79.6 4.2 3.1 1.2 0.1 0.1 28.5 Delay (s) 39.7 36.3 3.7 0.2 Delay (s) 66.5 27.7 55.7 25.1 99.1 46.0 44.2 24.4 42.1 42.1 78.2 Level of Service D D A A Level of Service E C E C F DDCDDE Approach Delay (s) 38.4 1.9 0.0 Approach Delay (s) 39.5 98.1 29.2 69.3 Approach LOS D A A Approach LOS D F C E Intersection Summary Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Control Delay 65.9 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.57 HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 10.2 Actuated Cycle Length (s) 128.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 56.1% ICU Level of Service B Intersection Capacity Utilization 96.1% ICU Level of Service F Analysis Period (min) 15 Analysis Period (min) 15 c Critical Lane Group c Critical Lane Group

Shadelands Gateway Specific Plan 4/4/2013 Cumulative plus Project Conditions Synchro 8 Report Shadelands Gateway Specific Plan 4/4/2013 Cumulative plus Project Conditions Synchro 8 Report Page 2 Page 3

Appendix K

Ramp Queuing Calculations

Traffic Impact Study for Shadelands Gateway Specific Plan in the City of Walnut Creek December 2013

Queues AM Peak Hour Queues PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 7 94 146 148 1835 376 238 2220 27 28 88 Lane Group Flow (vph) 21 100 68 35 2163 241 166 1580 50 51 319 v/c Ratio 0.09 0.11 0.20 0.72 0.63 0.73 0.44 1.13 0.13 0.13 0.34 v/c Ratio 0.23 0.39 0.25 0.07 1.01 0.35 0.23 0.65 0.20 0.20 0.78 Control Delay 50.8 26.7 12.2 105.5 13.0 55.8 45.3 84.9 52.2 52.2 12.5 Control Delay 91.9 53.4 21.2 27.5 57.7 40.1 38.0 4.3 55.7 55.6 30.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.8 26.7 12.2 105.5 13.0 55.8 45.3 84.9 52.2 52.2 12.5 Total Delay 91.9 53.4 21.2 27.5 60.9 40.1 38.0 4.3 55.7 55.6 30.6 Queue Length 50th (ft) 4 64 56 141 120 312 180 ~918 25 26 0 Queue Length 50th (ft) 22 61 25 16 ~667 192 126 56 43 44 80 Queue Length 95th (ft) 22 115 84 198 167 396 243 #888 47 48 39 Queue Length 95th (ft) 54 87 51 m37 #406 283 197 190 86 87 194 Internal Link Dist (ft) 80 605 1411 301 Internal Link Dist (ft) 80 605 1411 353 Turn Bay Length (ft) 100 115 155 50 120 Turn Bay Length (ft) 100 115 155 50 120 Base Capacity (vph) 146 825 742 240 2922 516 543 1958 361 375 396 Base Capacity (vph) 137 771 672 536 2136 694 731 2438 337 351 476 Starvation Cap Reductn 00000000000 Starvation Cap Reductn 000021000000 Spillback Cap Reductn 00000000000 Spillback Cap Reductn 0 20 0000013000 Storage Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.05 0.11 0.20 0.62 0.63 0.73 0.44 1.13 0.07 0.07 0.22 Reduced v/c Ratio 0.15 0.13 0.10 0.07 1.02 0.35 0.23 0.65 0.15 0.15 0.67 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing Conditions Page 1 Existing Conditions Page 1 Queues AM Peak Hour Queues PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 7 94 146 148 1844 376 238 2227 27 28 88 Lane Group Flow (vph) 21 100 68 35 2184 241 166 1606 50 51 319 v/c Ratio 0.09 0.13 0.22 0.83 0.73 0.58 0.35 1.09 0.13 0.13 0.34 v/c Ratio 0.21 0.35 0.24 0.07 1.04 0.37 0.24 0.67 0.18 0.18 0.75 Control Delay 51.5 45.6 23.8 104.7 18.8 42.0 36.1 67.8 52.2 52.2 12.5 Control Delay 65.3 16.3 8.9 26.6 57.0 39.3 37.1 5.0 47.0 47.0 28.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.5 45.6 23.8 104.7 18.8 42.0 36.1 67.8 52.2 52.2 12.5 Total Delay 65.3 16.3 8.9 26.6 57.9 39.3 37.1 5.0 47.0 47.0 28.1 Queue Length 50th (ft) 6 75 56 123 110 280 161 ~935 25 26 0 Queue Length 50th (ft) 19 84 47 9 ~699 178 117 57 37 37 78 Queue Length 95th (ft) 22 128 91 #219 #667 355 217 #907 47 48 39 Queue Length 95th (ft) 50 138 90 m32 #790 270 187 214 76 77 185 Internal Link Dist (ft) 80 605 1409 301 Internal Link Dist (ft) 80 605 1411 353 Turn Bay Length (ft) 100 115 155 50 120 Turn Bay Length (ft) 100 115 155 50 120 Base Capacity (vph) 120 712 661 186 2530 651 686 2037 361 375 396 Base Capacity (vph) 153 761 665 505 2105 652 686 2382 377 393 498 Starvation Cap Reductn 00000000000 Starvation Cap Reductn 00005000000 Spillback Cap Reductn 00000000000 Spillback Cap Reductn 0 11 000008000 Storage Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.06 0.13 0.22 0.80 0.73 0.58 0.35 1.09 0.07 0.07 0.22 Reduced v/c Ratio 0.14 0.13 0.10 0.07 1.04 0.37 0.24 0.68 0.13 0.13 0.64 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Existing plus Project Conditions Page 1 Existing plus Project Conditions Page 1 Queues AM Peak Hour Queues PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 7 93 146 148 1940 376 238 2217 27 28 88 Lane Group Flow (vph) 21 154 68 35 2238 242 166 1675 50 51 319 v/c Ratio 0.09 0.11 0.20 0.72 0.66 0.73 0.44 1.13 0.13 0.13 0.34 v/c Ratio 0.23 0.54 0.23 0.07 1.05 0.35 0.23 0.71 0.20 0.20 0.78 Control Delay 51.3 26.4 11.9 103.9 14.1 55.8 45.3 83.8 52.2 52.2 12.5 Control Delay 91.8 55.9 20.5 29.4 69.0 40.2 38.0 7.5 55.7 55.6 30.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 4.3 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.3 26.4 11.9 103.9 14.1 55.8 45.3 83.8 52.2 52.2 12.5 Total Delay 91.8 55.9 20.5 29.4 73.3 40.2 38.0 7.5 55.7 55.6 30.9 Queue Length 50th (ft) 4 62 55 141 158 312 180 ~913 25 26 0 Queue Length 50th (ft) 22 89 26 19 ~820 193 126 173 43 44 81 Queue Length 95th (ft) 22 111 82 197 204 396 243 #882 47 48 39 Queue Length 95th (ft) m47 121 52 m35 #675 284 197 378 86 87 195 Internal Link Dist (ft) 80 605 1411 301 Internal Link Dist (ft) 80 605 1411 353 Turn Bay Length (ft) 100 115 155 50 120 Turn Bay Length (ft) 100 115 155 50 120 Base Capacity (vph) 146 825 742 240 2922 516 543 1960 361 375 396 Base Capacity (vph) 137 771 672 506 2138 694 731 2362 337 351 475 Starvation Cap Reductn 00000000000 Starvation Cap Reductn 000022000000 Spillback Cap Reductn 00000000000 Spillback Cap Reductn 0 36 00000391600 Storage Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.05 0.11 0.20 0.62 0.66 0.73 0.44 1.13 0.07 0.07 0.22 Reduced v/c Ratio 0.15 0.21 0.10 0.07 1.06 0.35 0.23 0.72 0.16 0.15 0.67 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

Shadelands Gateway Specific Plan Synchro 8 Report Shadelands Gateway Specific Plan Synchro 8 Report Baseline Conditions Page 1 Baseline Conditions Page 1 Queues AM Peak Hour Queues PM PEAK HOUR 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013 18: Ygnacio Valley Rd. & Oakland Blvd 10/4/2013

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 7 93 146 148 1949 376 238 2224 27 28 88 Lane Group Flow (vph) 21 154 68 35 2259 242 166 1701 50 51 319 v/c Ratio 0.09 0.11 0.20 0.72 0.67 0.73 0.44 1.13 0.13 0.13 0.34 v/c Ratio 0.23 0.54 0.23 0.07 1.06 0.35 0.23 0.72 0.20 0.20 0.78 Control Delay 51.3 26.4 11.9 103.9 14.1 55.8 45.3 85.3 52.2 52.2 12.5 Control Delay 91.8 55.9 20.5 29.0 71.9 40.2 38.0 7.9 55.7 55.6 30.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Delay 0.0 0.0 0.0 0.0 4.9 0.0 0.0 0.1 0.1 0.0 0.0 Total Delay 51.3 26.4 11.9 103.9 14.1 55.8 45.3 85.3 52.2 52.2 12.5 Total Delay 91.8 55.9 20.5 29.0 76.8 40.2 38.0 7.9 55.8 55.6 30.9 Queue Length 50th (ft) 4 62 55 141 158 312 180 ~921 25 26 0 Queue Length 50th (ft) 22 89 26 18 ~835 193 126 189 43 44 81 Queue Length 95th (ft) 22 111 82 197 205 396 243 #889 47 48 39 Queue Length 95th (ft) m47 121 52 m33 #715 284 197 403 86 87 195 Internal Link Dist (ft) 80 605 1411 301 Internal Link Dist (ft) 80 605 1411 353 Turn Bay Length (ft) 100 115 155 50 120 Turn Bay Length (ft) 100 115 155 50 120 Base Capacity (vph) 146 825 742 240 2922 516 543 1960 361 375 396 Base Capacity (vph) 137 771 672 506 2138 694 731 2362 337 351 475 Starvation Cap Reductn 00000000000 Starvation Cap Reductn 000024000000 Spillback Cap Reductn 00000000000 Spillback Cap Reductn 0 36 00000483000 Storage Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.05 0.11 0.20 0.62 0.67 0.73 0.44 1.13 0.07 0.07 0.22 Reduced v/c Ratio 0.15 0.21 0.10 0.07 1.07 0.35 0.23 0.74 0.16 0.15 0.67 Intersection Summary Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.

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