Preliminary Access and Circulation Evaluation of the Rossmoor Town Center Project in Walnut Creek, CA

Transcription

1 Attachment 7 April 23, 2015 Dwight Belden Chief Operating Officer Citivest Commercial Investments, LLC 4340 Von Karman Avenue, Suite 110 Newport Beach, CA Subject: Preliminary Access and Circulation Evaluation of the Rossmoor Town Center Project in Walnut Creek, CA Dear Mr. Belden: This report transmits the results of the revised access and circulation evaluation of the proposed Rossmoor Town Center improvement project. This revision responds to the City of Walnut Creek s comments on the original submittal, specifically Traffic Study comments 5-10: The project net new floor area was updated to match the current plan at 28,895 net new square feet; The intersections of /Rolling Hills Drive and Tice Valley Boulevard/Olympic Boulevard were added to the analysis; Traffic from two local area pending projects the Sufi Temple and Saranap Village were added to the study intersections; The trip distribution was adjusted to reflect more Project traffic distributed to/from the west (37% as opposed to the original 10%); The stop sign recommendation on Figure 6 is removed; and Editorial changes were made per the City comments. INTRODUCTION Rossmoor Retail Partners is proposing a remodel of the existing Rossmoor Town Center shopping center at the intersection of Rossmoor Parkway and in Walnut Creek. The remodel will upgrade the buildings and infrastructure on the site, and add 28,895 net new square feet to the current site. This report evaluates site access and circulation, as well as off-site traffic 100 Pringle Avenue Suite 600 Walnut Creek, CA (925) Fax (925)

2 Mr. Dwight Belden April 23, 2015 Page 2 of 12 impacts, based on the Preliminary Review Team initial direction and the additional comments referenced above. The report includes the following sections: I. Existing Conditions Description of Site Existing Traffic, Pedestrian and Bicycle Volumes Current Site Driveway Operations Intersection Level of Service II. Near-Term With Project Conditions Project Trip Generation Project Trip Distribution and Assignment Traffic from Other Near-Term Projects Near-Term with Project Volumes and LOS Site Plan Access and Circulation Review I. EXISTING CONDITIONS Description of Site The Rossmoor Town Center Shopping Center is located at the northwest corner of Tice Valley Boulevard and Rossmoor Parkway in Walnut Creek, as shown in Figure 1 (all figures are provided at the end of this document). The current center has 105,381 gross square feet of leasable area occupied by a Safeway, CVS Pharmacy, U.S. Post Office, small office buildings, banks and restaurants. 1 The existing site provides a total of 631 parking spaces. A Chevron gas station is located at the southeast corner of the project site. Olympic Boulevard is an east-west two to four-lane arterial with a posted speed limit of 35 miles per hour. Olympic Boulevard provides access to Interstate 680 and downtown Walnut Creek. West of Tice Valley Road, Olympic Boulevard is a two lane collector providing access to Stanley. 1 Note that the current floor area was defined as 106,280 KSF in October 2014, and thus this value is reflected in Table 4 in which the site-specific trip generation rate is derived; the difference does not significantly affect the analysis and findings.

3 Mr. Dwight Belden April 23, 2015 Page 3 of 12 is a north-south four-lane arterial roadway with a posted speed limit of 35 miles per hour. It connects to Olympic Boulevard, which provides access to Interstate 680 and downtown Walnut Creek. The roadway is approximately 60 feet wide with no on-street parking permitted within the project area. Class II bicycle facilities (bike lanes) are provided along Tice Valley Boulevard in both directions. Sidewalks are provided on the north side of the roadway along the project frontage, although the sidewalks are interrupted by the site s inbound and outbound right turn only driveways. On the south side of the roadway, sidewalks are only provided east of the Del Valle Education Center entrance. Rossmoor Parkway is a north-south four-lane divided arterial roadway with a posted speed limit of 35 miles per hour. It serves as the central spine roadway for the Rossmoor community south of, and provides access to senior residential facilities and a small neighborhood north of. The roadway is 60 feet wide with on-street parking currently permitted north of the intersection. Sidewalks are provided on both sides of the street in the vicinity of the project site. A bus system provides circulation within the Rossmoor community with five bus routes (Blue, Purple, White, Red, and Yellow) serving Rossmoor Town Center. Two bus routes (Blue, White, Red, and Yellow) serve the Rossmoor Town Center with a stop provided in front of the existing CVS Pharmacy location. The other three bus routes serve that stop on a request basis. Dial-a-ride, para-transit, and scheduled service are provided, with headways of approximately 40 minutes. Service is also provided to locations outside the community, such as the Walnut Creek BART station and downtown Walnut Creek. Existing Traffic, Pedestrian, and Bicycle Volumes Weekday morning (7:00 to 9:00 AM) and evening (4:00 to 6:00 PM) peak period intersection vehicle counts were conducted on October 8, 2014 at all site driveways, shown in Figure 2, including the one driveway north of the site on Rossmoor Parkway in case cut-through traffic to the site was observed. The existing peak hour driveway count data are presented on Figure 3. The peak hours for driveway counts are 8:00-9:00 AM and 4:00-5:00 PM. Fehr & Peers staff observed operations at the intersection of /Rossmoor Parkway and the site driveways on the count day. Pedestrian volumes at the intersection of and Rossmoor Parkway were relatively light at 14 trips in both the AM and PM peak hours. Bicycle volumes at the intersection were 3 trips in the AM peak hour and 2 trips in the PM peak hour traveling along.

4 Mr. Dwight Belden April 23, 2015 Page 4 of 12 The City of Walnut Creek provided May 2014 peak hour counts of vehicles, bicycles and pedestrians at the three study intersections. The volumes provided by the City of Walnut Creek were used to determine the existing level of service and vehicle delay. We note that the May 2014 counts provided by the City for the intersection of /Rossmoor Parkway were slightly higher than those collected by Fehr & Peers in October 2014, so they were used in the updated analysis presented here. Current Site Driveway Operations Based on the single-day counts, driveways #3 and #10 on Rossmoor Parkway and Rolling Hills Drive, respectively, are the most heavily used locations to enter and exit the shopping center during both peak hours. Driveway #4 on Rossmoor Parkway is heavily used by exiting traffic in the PM peak hour. Driveways #8 and #9 along are relatively lightly used to enter and exit the project site, respectively. These driveways serve only right turns to and from. Fehr & Peers field observations did not show any weaving difficulties at these driveways despite their unusual configuration and proximity to the Del Valle Education Center driveway located across the street, the gas station driveways, and the Tice Valley Boulevard/Rossmoor Parkway intersection. Intersection Level of Service Methodology The operational performance of a roadway network is commonly described with the term level of service (LOS). LOS is a qualitative description of operating conditions, ranging from LOS A (free flow traffic conditions with little or no delay) to LOS F (oversaturated conditions where traffic flows exceed design capacity, resulting in long queues and delays). The LOS analysis methods outlined in the Transportation Research Board s Highway Capacity Manual (HCM) were used in this study for the two City of Walnut Creek intersections adjacent to the site in keeping with the City s standard procedure for assessing operations of intersections directly adjacent to development sites. 2 For the intersection of /Olympic Boulevard, the 2 Note that HCM 2000 was used instead of HCM 2010 for intersection at Rossmoor Parkway/, because the 2010 methodology in the Synchro software does not handle the signal timing and lane configuration characteristics at /Rossmoor Parkway correctly. Specifically, the combination of exclusive and shared lanes on an approach are not handled correctly with the HCM 2010 method in Synchro. However, the results with HCM 2000 are considered similar to what would be found with HCM 2010, as the methods are essentially consistent.

5 Mr. Dwight Belden April 23, 2015 Page 5 of 12 CCTALOS methodology was used, consistent with the County s standard methodology for impact analysis. The City of Walnut Creek also uses CCTALOS for impact assessment for off-site intersections, and therefore the CCTALOS method is used for impact assessment at all three intersections. The HCM and CCTALOS methods for calculating LOS for signalized intersections are described below. HCM Methodology for Signalized Intersections The HCM method incorporates characteristics such as the signal timing plan, the effects of pedestrians on signal phase duration, traffic volume peaking characteristics, and motorist behavioral characteristics, as well as others. A signalized intersection s LOS is based on the weighted average control delay measured in seconds per vehicle. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration. Table 1 summarizes the relationship between the control delay and LOS for signalized intersections. TABLE 1: SIGNALIZED INTERSECTION LOS CRITERIA HCM Level of Service A B C D E F Description Operations with very low delay occurring with favorable traffic signal progression and/or short cycle lengths. Operations with low delay occurring with good progression and/or short cycle lengths. Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable. Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This is considered to be the limit of acceptable delay. Operations with delays unacceptable to most drivers occurring due to over-saturation, poor progression, or very long cycle lengths. Average Control Delay (Seconds) < 10.0 > 10.0 to 20.0 > 20.0 to 35.0 > 35.0 to 55.0 > 55.0 to 80.0 > 80.0 Source: Highway Capacity Manual, Transportation Research Board. The City of Walnut Creek maintains a LOS standard of High D, V/C= for arterial intersections outside the downtown core. This standard applies to the intersections of Tice Valley

6 Mr. Dwight Belden April 23, 2015 Page 6 of 12 Boulevard/Rossmoor Parkway and /Rolling Hills Drive, which are within the City of Walnut Creek. This standard correlates to a HCM LOS of D, delay less than or equal to 55 seconds. CCTALOS Methodology for Signalized Intersections This method uses various intersection characteristics, such as traffic volumes, lane geometry, and signal phasing, to estimate an intersection s volume-to-capacity (V/C) ratio. Table 2 shows the relationship between the V/C ratio and LOS for signalized intersections. TABLE 2: SIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA CCTALOS LOS A B C D E F Description Progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Progression is good, cycle lengths are short, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Higher congestion may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level, though many vehicles still pass through the intersection without stopping. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, and/or high V/C ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. This level is considered by many agencies to be the limit of acceptable delay. High delay values generally indicate poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences. This level is considered unacceptable with oversaturation, which is when arrival flow rates exceed the capacity of the intersection. This level may also occur at high V/C ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be contributing factors to such delay levels. Source: Technical Procedures (Contra Costa Transportation Authority, 2013.) Sum of Critical V/C Ratio < > 1.00 Contra Costa County maintains a LOS standard of D, v/c=0.85, for intersections on non-regional routes. This standard applies to the /Olympic Boulevard intersection, which is maintained by Contra Costa County. As noted above, the City of Walnut Creek maintains a LOS standard of High D, V/C= The results of the existing conditions LOS analysis are presented in Table 3. Tice Valley Boulevard/Rossmoor Parkway operates at LOS C in both peak hours, and Tice Valley

7 Mr. Dwight Belden April 23, 2015 Page 7 of 12 Boulevard/Rolling Hills Drive operates at LOS A in both peak hours, according to the HCM methodology. Using the CCTALOS methodology, these intersections operate at LOS A in both peak hours. The intersection of /Olympic Boulevard operates at LOS A in both peak hours, according to the CCTALOS methodology. TABLE 3: EXISTING PEAK HOUR LEVEL OF SERVICE (LOS) Intersection Control Peak Hour 1. Tice Valley Road at Rossmoor Parkway 2.Tice Valley Road at Rolling Hills Drive 3.Tice Valley Road at Olympic Boulevard Signal Signal Signal AM PM AM PM AM PM Notes: 1. Delay in seconds [volume-to-capacity ratio] 2. LOS = Level of Service Source: Fehr & Peers, April Methodology HCM [CCTALOS] HCM [CCTALOS] CCTALOS Existing Delay [V/C] 1 LOS [0.33] 28.4 [0.37] 4.1 [0.28] 4.7 [0.35] C [A] C [A] A [A] A [A] 0.45 A 0.50 A II. NEAR-TERM WITH PROJECT CONDITIONS Project Trip Generation Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Typically the trip generation is defined for the AM and PM peak commute hours, when traffic congestion on area roadways is heaviest. The trip generation rates derived from the site s existing driveway counts are shown in Table 4. Note that the internal driveways between the gas station and the main shopping center parking lot were not included in the trip generation rate calculation, as this would double-count trips.

8 Mr. Dwight Belden April 23, 2015 Page 8 of 12 TABLE 4: EXISTING TRIP GENERATION Land Use KSF 1 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Total Trips Derived Trip Rate 2 In Out Total In Out Total In Out Total In Out Total Shopping Center Notes: 1. KSF=1000 square feet 2. Derived Trip Rate = (Total Peak Hour Trips)/(Gross Leasable Floor Area, KSF) Source: Fehr and Peers, April The derived rates from the existing driveway count data were compared to the Institute of Transportation Engineers Trip Generation (9 th Edition) rates for land use code 820 (shopping center), as shown in Table 5. The rates derived from the site counts are substantially higher than the ITE Trip Generation rates. Therefore, the site-specific rates were used to project future traffic growth with the project s larger retail floor area. TABLE 5: ROSSMOOR TOWN CENTER EXISTING TRIP GENERATION RATE COMPARISON (WEEKDAY) Shopping Center Rate Source Rate AM Peak Hour PM Peak Hour ITE Average Rate ITE Fitted Curve Rate Project Site Rate Notes: 1. ITE Linear Equation 2. ITE Fitted Curve Equation 3. Trip generation rate derived from existing driveway count data : Total Peak Hour Trips/Gross Leasable Floor Area Source: Trip Generation, (9 th Edition), 2012, ITE; Fehr & Peers, April The resulting trip generation estimate using the Project site rates is shown in Table 6. The Project is expected to generate approximately 102 new AM peak hour vehicle trips and 213 new PM peak hour vehicle trips. TABLE 6: PROPOSED PROJECT TRIP GENERATION Land Use KSF 1 AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Site-Specific Derived Rate Total Trips In Out Total In Out Total In Out Total In Out Total Shopping Center Notes: 1. KSF = 1000 square feet Source: Fehr & Peers, April 2015.

9 Mr. Dwight Belden April 23, 2015 Page 9 of 12 Project Trip Distribution and Assignment The new vehicle trips expected to be generated by the Project were assigned to the roadway system based on existing travel patterns as demonstrated in the driveway and intersection volumes, the location of the new buildings on-site, the Project site driveway locations, and the distribution of parking on the Project site plan. The estimated trip distribution percentages and Project driveway volumes are shown on Figure 5. Traffic from Other Near-Term Projects At the request of City staff, the projected traffic from two pending area projects were added to the existing traffic volumes. Turning movements for the Sufi Temple project and the Saranap Village project were obtained from the EIR traffic studies for those projects. 4 Since those EIRs did not cover the /Rolling Hills Drive and /Rossmoor Parkway intersections, Fehr & Peers derived turning movements based the assignment of those projects traffic to south of Olympic Boulevard and the existing traffic patterns at the other two intersections. Near-Term With Project Traffic Volumes and LOS Peak hour intersection operations for the three intersections were evaluated for the Near-Term and Near-Term With Project cases, and are shown in Table 7. As shown, the addition of Project traffic along with the traffic from other near-term projects would not change the service level at the intersections, and the service levels would continue to meet the relevant standards of the City of Walnut Creek and Contra Costa County. 4 Contra Costa County Department of Conservation and Development, Saranap Village Project Draft EIR, September 2014; Contra Costa County Department of Conservation and Development, New Sanctuary for Sufism Reoriented Project Final EIR, September 2011.

10 Mr. Dwight Belden April 23, 2015 Page 10 of 12 TABLE 7: INTERSECTION LEVEL OF SERVICE NEAR-TERM WITH PROJECT Intersection 1. Tice Valley Road at Rossmoor Parkway 2.Tice Valley Road at Rolling Hills Drive 3.Tice Valley Road at Olympic Boulevard Control Signal Signal Signal Peak Hour AM PM AM PM AM PM Notes: 1. Delay in seconds [volume-to-capacity ratio] 2. LOS = Level of Service Source: Fehr & Peers, April Methodology HCM [CCTALOS] HCM [CCTALOS] CCTALOS Scenarios Near-Term Near-Term With Project Delay [V/C] 1 LOS 2 Delay [V/C] 1 LOS [0.33] 29.0 [0.38] 4.1 [0.29] 4.7 [0.36] C [A] C [A] A [A] A [A] A A 25.9 [0.35] 30.2 [0.41] 4.5 [0.31] 5.3 [0.39] C [A] C [A] A [A] A [A] A A Site Plan Access and Circulation Review The proposed Project site plan dated 3/30/15 was reviewed relative to the comments made by Fehr & Peers in our review of the earlier site plan, and adjusted to reflect the comments that are still relevant as well as City direction. The following discussion summarizes the review. The site plan was reviewed to determine if adequate on-site circulation would be provided, including issues such as potential vehicle conflicts, excessive queuing, driver way-finding difficulties, and adequate parking and aisle dimensions. The site plan does not change most driveway locations or dimensions, with one exception: the long right turn in and right turn out driveways on would be consolidated into a standard T driveway configuration; however, the driveway would still operate under right turn only control. Based on the existing and projected volumes at this intersection, a side-street stop-control on the driveway will provide for adequate operations. However, see recommendation 4 below which will prevent unsafe maneuvers at this driveway. Figure 7 presents Fehr & Peers recommendations for further Project site plan refinement. They are summarized below.

11 Mr. Dwight Belden April 23, 2015 Page 11 of Check pullout length against expected shuttle vehicle size. 2. Install Do Not Enter sign. Eliminates vehicle conflicts between vehicles entering the project site from Tice Valley Boulevard and vehicles exiting the CVS pharmacy drive through. 3. Install Right Turn Only sign to ensure vehicles do not attempt a left turn from the CVS pharmacy drive-through. 4. Install roadway delineators or extend median to prevent outbound left turns. This would prevent potentially dangerous outbound left-turn attempts by drivers headed toward eastbound and southbound Rossmoor Parkway. 5. Add stop sign for vehicles exiting project site onto This will clarify right-of-way control at this intersection. 6. Relocate pharmacy pick-up window and add bypass lane. The current pharmacy pick-up window location does not provide for vehicle queues that may develop, and queues would block the parking aisle and prevent parked vehicles from exiting. Delivery trucks parked in the service area next to building 1 may also obstruct parked vehicles access to the pharmacy window. A gridlock situation may occur west of building 1 when the service area is occupied while parked vehicles attempt to exit as pharmacy pick-up window patrons form a queue to use the drive-through. 7. Lengthen service area if needed based on expected delivery vehicle length. 8. Close aisle closest to Rolling Hills Drive. Vehicles exiting this parking aisle to exit the project site using the Rolling Hills driveway would create conflicts with entering traffic, and sight distance is limited in this area. 9. Stripe centerline. Stripe centerline along main project site aisle to prevent vehicles from using opposing lanes to maneuver around turning vehicles. 10. Consider raised intersection. Providing a raised intersection at the center of the project site will encourage slower speeds and provide a pedestrian-friendly arrival point for the center. This concludes our revised traffic evaluation of the Rossmoor Town Center project. Please call us at (925) if you have any questions about this report.

12 Mr. Dwight Belden April 23, 2015 Page 12 of 12 Sincerely, FEHR & PEERS Ellen M. Poling, PE Senior Associate Jackson Lo, EIT Engineer/Planner I WC Attachments: Figures 1 7 Appendix A Traffic Counts Appendix B LOS Reports

13 Flora Ave Sunset Loop Newell Ct 24 Ruth Ct LAFAYETTE El Curtola Blvd Freeman Rd King Dr Kinney Dr Abbey Ct Olympic Blvd Camino Diablo Juanita Dr Acacia Rd Ponderosa Ln Kendall Rd Kendall Ct Lucy Ln Garden Ct Iris Ln Boulevard Ct Richard Ln Warren Rd Center Ct 3 Regency Ct Boulevard Way Rose St Center St Cottage Ln Hillcrest Rd Panoramic Way Springbrook Rd Whyte Park Ave Alder Ave Baja Ln Sequoia Ave Dewing Ln Park Ave Oakland Blvd Nicholson Rd Del Hambre Cir Bonita Ln Blade Way Olympic Blvd 680 Acorn Ct Villa Way Rider Ct Villa Way Bont Ln Magnolia Way Parkmead Ct Shuey Ave Sharpe Ave Mt Diablo Blvd Alpine Rd Paulson Ln Camelia Ln Azalea Dr Poplar Dr Del Monte Ct Bonanza St Alma Ave Twin Peaks Dr Del Monte Dr Spyrock Ct California Blvd Botelho Dr Arbutus Dr Locust St Circle Dr Main St Newell Ave Arlene Ln Castle Gate Rd Arlene Dr Glen View Dr Glen Ct Broadway Plz Broadway Ln Lilac Dr Alta Vista Dr WALNUT CREEK Clifton Ct Lancaster Ct Orchard Ln Capwell Ln Lancaster Rd Maria Ln Broadway Nursery Ln Webb Ln 680 Fern Dr Norman Ct Castle Hill Rd WALNUT CREEK 2 Rolling Hills Dr Julianne Ct Meadow Rd Meadow Ln WC _1_SiteVic Oakmont Dr Golden Rain Rd Pine Knoll Dr Wales Dr Tice Creek Dr Comstock Dr ROSSMOOR Rossmoor Pkwy 1 Tice Valley Ln Ellery Ct Montecillo Dr Winship Ln Coventry Ct Woodhaven Ln ALAMO Creekdale Rd Countryside Ct Tice Valley Blvd Don Cir LEGEND # Signalized Study Intersection Project Site Figure 1 Project Site Vicinity and Study Intersection Location

14 1 (E) DaVita Dialysis Center (NOT A PART) Rolling Hills Drive 10 Parking Building 700 (2-STORY) Building 800 Main Plaza (E) Bldgs to be Removed Building 900 Parking Building 1000 Safeway Building Rossmoor 3 Parking Building 600 Parking Parking Building Parkway Building 400 (E) Chevron Gas Station 5 WC _2_SitePlanLocs LEGEND # Driveway Location 1 Counts Conducted at Driveway Location Outside of Project Site Figure 2 Existing Site Plan Driveway Locations

15 (19) 12 3 (11) (134) (97) (E) DaVita Dialysis Center (NOT A PART) (0) 7 8 (8) Rossmoor Parkway (2-STORY) Building 800 Main Plaza Building 900 Building 1000 Safeway Parking Parking Building 600 Building 500 Building 400 Building 700 Parking (E) Bldgs to be Removed Parking (0) 0 0 (0) Building 1100 Parking (7) 34 (108) 8 (E) Chevron Gas Station tion (11) (3) (29) 22 6 (6) 24 (35) 20 (62) 20 (70) 64 (64) (4) 5 30 (114) 5 (8) 12 (17) Figure 3 Existing Conditions (May 2014) Peak Hour Driveway Volumes Rolling Hills Drive LEGEND XX (YY) AM (PM) Peak Hour Traffic Volumes WC _3_SitePlanVols

16 Tice Newell Ct Freeman Rd Olympic Blvd King Dr Ponderosa Ln oulevard Ct Cen Richard Ln 3 Rose St Center St Cottage Ln Panoramic Way Whyte Park Ave Alder Ave Park Ave Sequoia Ave Olympic Blvd Rider Ct Magnolia Way Parkmead Ct Azalea Dr Poplar Dr Del Monte Ct Twin Peaks Dr Del Monte Dr Spyrock Ct Arbutus Dr Arlene Ln Arlene Dr Glen Ct Clifton Ct Lancaster Ct Webb Ln Orchard Ln Lancaster Rd 680 Fern Dr Norman Ct Castle Gate Rd Glen View Dr Castle Hill Rd WALNUT CREEK 2 Rolling Hills Dr Julianne Ct Meadow Rd Meadow Ln WC _1_SiteVic WC _4_ExVols Golden Rain Rd Pine Knoll Dr Oakmont Dr 1. Rossmoor Parkway/Tice Valley Road 46 (36) LEGEND 93 (145) 37 (78) Signalized Study Intersection # Tice Valley Road 50 (136) 69 (221) 32 (54) ACCF 173 (116) 157 (136) 344 (516) Rossmoor Parkway ACCF ACCF ABCF 474 (541) 64 (114) 78 (69) Wales Dr Tice Creek Dr Comstock Dr ROSSMOOR Rossmoor Pkwy Project Site 1 2. Tice Valley Blvd./Rolling Hill Dr 794 (742) 139 (108) ACC Tice Valley Blvd. AF 34 (96) 6 (31) CCF 559 (851) 13 (15) Tice Valley Ln (30) 88 (108) ACF26 44 (81) 31 (39) 196 (228) 303 (265) Ellery Ct ACCF Montecillo Dr AACF ACF 210 (307) 65 (90) 329 (604) Winship Ln Coventry Ct 3. Tice Valley Road/Olympic Boulevard Olympic Boulevard Tice Valley Road 122 (106) 340 (328) 573 (471) Woodhaven Ln ALAMO Creekdale Rd Countryside Ct Tice Valley Blvd Don Cir Figure 1 Project Site Vicinity and Study Intersection Location LEGEND XX (YY) AM (PM) Peak Hour Traffic Volumes Signalized Intersection # Signalized Study Intersection Project Site Source: May 2014 counts provided by the City of Walnut Creek Figure 4 Existing Conditions (May 2014) Peak Hour Traffic Volumes, Traffic Control and Lane Configurations

17 18 (29) 14 (41) 5% (N) Elevator #1924 A #1924 B (SECOND LEVEL) 1 1% (N) Monument Sign 2 (6) 27 (43) (E) 2 5' A I S L E (E) DaVita Dialysis Center (NOT A PART) 2 Rolling Hills Drive M O D I F I E D P A R K I N G M O D I F I E D P A R K I N G T #1920B #1920 #1928 #1920C #1928A #1928B #1930 # ' A I S L E EV EV Main Plaza EV EV #1940A #1940D #1940C #1942 #1942A #1944 #1948 (N) Bus Shelter #1950/ #1952 P A R K I N G 16 #1956 #1954 #1958 (N) Plaza T #1966 T (E) Service # ' A I S L E #1988 #1986 #1984 #1992 Exp. #1994 (E) P A R K I N G 3 Parkway 8 (13) 7 (20) 0 (0) 0 (0) (N) Monument Sign 37% WC _5_PTA 59'-0" PATIO 41 #1900 Service Area #1910B #1910 #1908D #1908C #1908A Tice 2 5 ' A I S L E 73'-0" Valley 68 28'-0" 48'-0" TRUCK TRAVEL PATH M O D I F I E D P A R K I N G T ' A I S L E Service Area 2 5' A I S L E 111' T 9 15'-0" 137' Bldg 1 PHARMACY PICK-UP WINDOW Boulevard 59'-0" BUS DROP OFF ZONE 2 5 ' DRIVE 51' 30' 59'-0" 55' 42' Bldg 2 59' EV EV Bldg 3 M O D I F I E D P A R K I N G ' A I S L E 33' 17' EV EV 31' 54' ' 8 8.5' X 18' SPACE, TYP A I S L E TRASH (N) Gateway Plaza (E) Sewer Easement 12 Bldg 4 (E) CHEVRON GAS STATION EXISTING 32' ENTRY/EXIT 64' # (17) 0 (0) 11 0 (0) 0 (0) 6 Rossmoor 4 (N) Monument Sign 0 (0) 15 (45) 5 0 (0) 0 (0) 37% 20% Project Informatio Ref Bldg 1 Area 14,500 Bldg 2 6,600 Bldg 3 4,600 Bldg 4 2,000 Total 27,700 LEGEND XX (YY) AM (PM) Peak Hour Traffic Volumes X% Project Trip Distribution Propos Figure 5 Project Trip Distribution and Driveway Assignment

18 1. Rossmoor Parkway/Tice Valley Road 2. Tice Valley Blvd./Rolling Hills Dr 3. Tice Valley Road/Olympic Boulevard C13 (24) Existing Conditions Tice Valley Road 50 (136) 69 (221) 32 (54) ACCF 173 (116) 157 (136) 344 (516) Rossmoor Parkway ACCF ACCF 46 (36) 93 (145) 37 (78) ABCF 474 (541) 64 (114) 78 (69) 794 (742) 139 (108) ACC Tice Valley Blvd. AF 34 (96) 6 (31) CCF 559 (851) 13 (15) Rolling Hills Drive Olympic Boulevard (30) 88 (108) ACF26 44 (81) 31 (39) 196 (228) 303 (265) Tice Valley Road ACCF AACF 122 (106) 340 (328) 573 (471) ACF 210 (307) 65 (90) 329 (604) 1. Rossmoor Parkway/Tice Valley Road 2. Tice Valley Blvd./Rolling Hill Dr 3. Tice Valley Road/Olympic Boulevard WC _4_ExVols Near-Term Project Trips Tice Valley Road 5 (5) 12 (13) Rossmoor Parkway CF C 4 (7) A9 (17) 17 (18) C Tice Valley Blvd. Rolling Hills Drive Olympic Boulevard (5) 17 (18) ACF6 18 (19) A5 (8) Tice Valley Road F 13 (25) C13 (24) 1. Rossmoor Parkway/Tice Valley Road Project Trips Tice Valley Road AC AC 19 (30) 4 (8) C14 (41) 2. Tice Valley Blvd./Rolling Hills Dr 3. Tice Valley Road/Olympic Boulevard 14 (41) 8 (23) Rossmoor Parkway CF 3 (4) 10 (16) 24 (38) A Tice Valley Blvd. Rolling Hills Drive Olympic Boulevard 3 (4) C F8 (12) Tice Valley Road A 13 (21) ACF 5 (13) 2(4) 8 (24) 1. Rossmoor Parkway/Tice Valley Road 2. Tice Valley Blvd./Rolling Hills Dr 3. Tice Valley Road/Olympic Boulevard Near-Term With Project Tice Valley Road 50 (136) 83 (262) 40 (76) ACCF 173 (116) 162 (141) 356 (529) Rossmoor Parkway ACCF ACCF 49 (40) 107 (168) 37 (78) ABCF 502 (588) 68 (121) 78 (69) 811 (760) 163 (145) ACC Tice Valley Blvd. AF 34 (96) 6 (31) CCF 586 (916) 13 (15) Rolling Hills Drive Olympic Boulevard (32) 108 (130) ACF32 62 (100) 36 (63) 196 (228) 311 (277) Tice Valley Road ACCF AACF 135 (131) 340 (328) 586 (518) ACF 215 (320) 80 (118) 337 (628) LEGEND XX (YY) AM (PM) Peak Hour Traffic Volumes Signalized Intersection Figure 6 Near-Term with Project Intersection Volumes Peak Hour Traffic Volumes, Traffic Control and Lane Configurations

19 8. Close aisle 9. Stripe centerline 10. Consider raised intersection Rolling Hills Drive 890SF 1. Check pullout length against expected shuttle vehicle size WC _4_PTA 7. Lengthen if needed based on expected Use delivery Proposed Area vehicle (SF) length ing 1 CVS 14,500 SF ing 2 Retail 6,600 SF ing 3 Retail 4,600 SF ing 4 PAD 2,000 SF ing 1900 Office 3,200 SF ing 1908 Retail/Office 4,700 SF ing 1910 Retail 16,988 SF ing 1920 (E) Retail 10,000 SF ing 1920 (N) Retail 2,830 SF ing 1930 Retail/Office 11,941 SF ing Retail/Office 22,068 SF ing 1972 Safeway 25,191 SF ing 1980 Office 1,804 SF ing 1990 (E) Retail/Office 6,964 SF ing 1990 (N) Retail/Office 890 SF Proposed Building Area: 134,276 *SF (E) Building Area 105,381 SF uilding To Be Removed 2,525 SF (N) in Building Area: 31,420 SF R.: 20% 6. Relocate pharmacy pick-up window and add bypass lane Tic c e 5. Add stop sign on driveway Valley Boulevard 4. Install roadway delineators or extend median to prevent outbound left turns. Æô!"$ 3. Install Right Turn Only sign (E) Easement 2. Install Do Not Enter sign Figure 7 Site Plan Recommendations April 2015

20 APPENDIX A EXISTING (MAY 2014) TRAFFIC COUNTS

21 City of Walnut City All Vehicles on Unshifted Peds & Bikes on Bank 1 Nothing on Bank 2 ALL TRAFFIC DATA (916) orders@atdtraffic.com File Name : Date : Rossmoor Parkway-.ppd 5/8/2014 Unshifted Count = All Vehicles Rossmoor Parkway Rossmoor Parkway Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Uturn Total 07: : : : Total : : : : Total : : : : Total : : : : Total : : : : Total : : : : Total Grand Total Apprch % 12.6% 52.4% 35.0% 0.0% 29.3% 52.3% 18.4% 0.0% 74.9% 14.0% 11.1% 0.0% 21.0% 18.1% 60.9% 0.0% Total % 2.0% 8.3% 5.5% 0.0% 15.7% 3.3% 5.9% 2.1% 0.0% 11.4% 26.4% 4.9% 3.9% 0.0% 35.3% 7.9% 6.8% 22.9% 0.0% 37.7% 100.0%

22 ALL TRAFFIC DATA City of Walnut City (916) All Vehicles on Unshifted File Name : Rossmoor Parkway-.ppd Peds & Bikes on Bank 1 Date : 5/8/2014 Nothing on Bank 2 Unshifted Count = All Vehicles AM PEAK Rossmoor Parkway Rossmoor Parkway HOUR Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 08:00 to 09:00 Peak Hour For Entire Intersection Begins at 08:00 08: : : : Total Volume % App Total 21.2% 45.7% 33.1% 0.0% 21.0% 52.8% 26.1% 0.0% 76.9% 10.4% 12.7% 0.0% 25.7% 23.3% 51.0% 0.0% PHF NOON Rossmoor Parkway Rossmoor Parkway PEAK Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 11:30 to 12:30 Peak Hour For Entire Intersection Begins at 11:30 11: : : : Total Volume % App Total 8.2% 58.0% 33.8% 0.0% 35.9% 47.5% 16.6% 0.0% 72.6% 18.2% 9.2% 0.0% 21.2% 12.1% 66.7% 0.0% PHF PM PEAK HOUR Rossmoor Parkway Southbound Westbound Rossmoor Parkway Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 16:00 to 17:00 Peak Hour For Entire Intersection Begins at 16:00 16: : : : Total Volume % App Total 13.1% 53.8% 33.1% 0.0% 30.1% 56.0% 13.9% 0.0% 74.7% 15.7% 9.5% 0.0% 15.1% 17.7% 67.2% 0.0% PHF

23 ALL TRAFFIC DATA City of Walnut City (916) All Vehicles on Unshifted Peds & Bikes on Bank 1 orders@atdtraffic.com File Name : Rossmoor Parkway-.ppd Date : 5/8/2014 Nothing on Bank 2 Bank 1 Count = Peds & Bikes Rossmoor Parkway Rossmoor Parkway Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL Total Ped Total 07: : : : Total : : : : Total : : : : Total : : : : Total : : : : Total : : : : Total Grand Total Apprch % 0.0% 0.0% 0.0% 18.2% 81.8% 0.0% 60.0% 20.0% 20.0% 0.0% 80.0% 20.0% Total % 0.0% 0.0% 0.0% 0.0% 7.7% 34.6% 0.0% 42.3% 11.5% 3.8% 3.8% 19.2% 0.0% 30.8% 7.7% 38.5% 100.0%

24 ALL TRAFFIC DATA City of Walnut City (916) All Vehicles on Unshifted Peds & Bikes on Bank 1 orders@atdtraffic.com File Name : Rossmoor Parkway-.ppd Date : 5/8/2014 Nothing on Bank 2 Bank 1 Count = Peds & Bikes AM PEAK Rossmoor Parkway Rossmoor Parkway HOUR Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL Total Peak Hour Analysis From 08:00 to 09:00 Peak Hour For Entire Intersection Begins at 08:00 08: : : : Total Volume % App Total 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 50.0% 0.0% 50.0% 0.0% 100.0% 0.0% PHF NOON Rossmoor Parkway Rossmoor Parkway PEAK Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL Total Peak Hour Analysis From 11:30 to 12:30 Peak Hour For Entire Intersection Begins at 11:30 11: : : : Total Volume % App Total 0.0% 0.0% 0.0% 50.0% 50.0% 0.0% 0.0% 0.0% 0.0% 0.0% 50.0% 50.0% PHF PM PEAK Rossmoor Parkway Rossmoor Parkway HOUR Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL Total Peak Hour Analysis From 16:00 to 17:00 Peak Hour For Entire Intersection Begins at 16:00 16: : : : Total Volume % App Total 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 0.0% 100.0% 0.0% 0.0% 100.0% 0.0% PHF

25 City of Walnut City All Vehicles on Unshifted Peds & Bikes on Bank 1 Nothing on Bank 2 ALL TRAFFIC DATA (916) orders@atdtraffic.com File Name : Date : Rolling Hills Drive.ppd 5/8/2014 Unshifted Count = All Vehicles Rolling Hills Drive Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Uturn Total 07: : : : Total : : : : Total : : : : Total : : : : Total : : : : Total : : : : Total Grand Total Apprch % 12.0% 86.4% 0.0% 1.6% 21.9% 0.0% 78.1% 0.0% 0.0% 97.7% 2.2% 0.1% 0.0% 0.0% 0.0% 0.0% Total % 6.0% 43.4% 0.0% 0.8% 50.2% 1.2% 0.0% 4.4% 0.0% 5.7% 0.0% 43.1% 1.0% 0.1% 44.1% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0%

26 ALL TRAFFIC DATA City of Walnut City (916) All Vehicles on Unshifted File Name : Rolling Hills Drive.ppd Peds & Bikes on Bank 1 Date : 5/8/2014 Nothing on Bank 2 Unshifted Count = All Vehicles AM PEAK Rolling Hills Drive HOUR Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 08:00 to 09:00 Peak Hour For Entire Intersection Begins at 08:00 08: : : : Total Volume % App Total 13.3% 85.1% 0.0% 1.6% 15.0% 0.0% 85.0% 0.0% 0.0% 97.7% 2.3% 0.0% 0.0% 0.0% 0.0% 0.0% PHF NOON Rolling Hills Drive PEAK Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 11:30 to 12:30 Peak Hour For Entire Intersection Begins at 11:30 11: : : : Total Volume % App Total 13.7% 84.8% 0.0% 1.5% 26.1% 0.0% 73.9% 0.0% 0.0% 96.9% 3.0% 0.1% 0.0% 0.0% 0.0% 0.0% PHF PM PEAK HOUR Southbound Rolling Hills Drive Westbound Northbound Eastbound START TIME LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL LEFT THRU RIGHT UTURNS APP.TOTAL Total Peak Hour Analysis From 16:00 to 17:00 Peak Hour For Entire Intersection Begins at 16:00 16: : : : Total Volume % App Total 10.7% 87.3% 0.0% 2.0% 24.4% 0.0% 75.6% 0.0% 0.0% 98.3% 1.7% 0.0% 0.0% 0.0% 0.0% 0.0% PHF

27 ALL TRAFFIC DATA City of Walnut City (916) All Vehicles on Unshifted Peds & Bikes on Bank 1 orders@atdtraffic.com File Name : Rolling Hills Drive.ppd Date : 5/8/2014 Nothing on Bank 2 Bank 1 Count = Peds & Bikes Rolling Hills Drive Southbound Westbound Northbound Eastbound START TIME LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL LEFT THRU RIGHT PEDS APP.TOTAL Total Ped Total 07: : : : Total : : : : Total : : : : Total : : : : Total : : : : Total : : : : Total Grand Total Apprch % 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% 0.0% 0.0% 0.0% 0.0% Total % 0.0% 15.8% 0.0% 15.8% 0.0% 0.0% 0.0% 0.0% 0.0% 84.2% 0.0% 84.2% 0.0% 0.0% 0.0% 0.0% 100.0%