TRAFFIC IMPACT STUDY FOR SONIC DRIVE-IN RESTAURANT. Vallejo, CA. Prepared For:

TRAFFIC IMPACT STUDY FOR SONIC DRIVE-IN RESTAURANT Vallejo, CA Prepared For: ELITE DRIVE-INS, INC. 2190 Meridian Park Blvd, Suite G Concord, CA 94520 Prepared By: KD Anderson & Associates 3853 Taylor Road, Suite G Loomis, California 95650 (916) 660-1555 June 8, 2017 2883-001 Sonic Vallejo 6-8-17.doc Transportation Engineers

SONIC DRIVE-IN RESTAURANT TRAFFIC IMPACT STUDY Vallejo, CA TABLE OF CONTENTS INTRODUCTION... 1 Study Purpose and Project Description... 1 Overall Analysis Approach... 1 EXISTING SETTING... 4 Study Area... 4 Level of Service Analysis Procedures... 5 Public Transit... 7 Bicycle and Pedestrian Facilities... 7 Existing Traffic Conditions and Levels of Service... 8 EXISTING PLUS PROJECT IMPACTS... 11 Trip Generation... 11 Trip Distribution / Assignment... 12 Level of Service Analysis... 14 Intersection Queues... 14 NEAR TERM (PROJECT OPENING) - NO PROJECT CONDITIONS... 19 Background Traffic Volume Forecasts... 19 Intersection Levels of Service... 19 Intersection Queues... 19 NEAR TERM PLUS PROJECT IMPACTS... 23 Level of Service Analysis... 23 Intersection Queues... 23 CUMULATIVE (2030) CONDITIONS... 25 Background Traffic Volume Forecasts... 25 Background Roadway Improvements... 25 Intersection Levels of Service... 25 Intersection Queues... 25 CUMULATIVE (2030) PLUS PROJECT IMPACTS... 29 Level of Service Analysis... 29 Intersection Queues... 29 SITE ASSESSMENT / TRUCK ACCESS... 31 FINDINGS / RECOMMENDATIONS / MITIGATIONS... 38 REFERENCES... 41 APPENDIX... 42

TRAFFIC IMPACT STUDY FOR SONIC DRIVE-IN RESTAURANT Vallejo, CA INTRODUCTION Study Purpose and Project Description This traffic impact study presents an evaluation of the traffic-related effects of the proposed Sonic Drive-In Restaurant to be located in the southwest quadrant of the State Route (SR) 29 / SR 37 Lewis Brown Drive intersection; SR 29 is also identified as Sonoma Blvd. The project includes a 2,308 square foot restaurant with drive-in parking stalls and a 3,600 square foot retail building. The project proposes a new 34-foot wide street (New Street) with a new intersection on SR 29 about 350 feet south of the SR 29 / SR 37 intersection. Full access to the site is proposed for this new intersection with stop control along the minor leg approach. The existing two-way-left-turn-lane along SR 29 Street would be modified to include a northbound left turn lane. Figure 1 presents a vicinity map of the area and the project s location while Figure 2 presents the proposed site plan. Overall Analysis Approach This traffic impact study presents an analysis of traffic operations under the following six scenarios: Existing Conditions, Existing plus Project, Near Term (NT) No Proposed Project, Near Term plus Project, Cumulative No Project, and Cumulative plus Project. The Near Term conditions are intended to analyze the traffic conditions in the year the project is slated to open (2018). Cumulative conditions are a long-term background condition which includes future year forecasts of traffic volumes in 2030. The analysis of NT plus Project and Cumulative plus Project conditions assumes completion of the proposed project. The near-term impacts of the proposed project may be identified by comparing traffic operations under NT plus Project conditions to baseline NT No Project conditions. The long-term impacts of the proposed project may be identified by comparing traffic operations under Cumulative plus Project conditions to baseline Cumulative No Project conditions. Traffic Impact Analysis for Sonic Drive-In Page 1 Vallejo, CA (June 8, 2017)

PROJECT LOCATION KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 VICINITY MAP figure 1

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 SITE PLAN figure 2

EXISTING SETTING Study Area This traffic impact study presents analyses of traffic operating conditions at five existing intersections or driveways in the study area. The quality of traffic flow is often governed by the operation of the local intersections. To quantitatively evaluate traffic conditions and to provide a basis for comparison of operating conditions with and without traffic generated by the proposed project, traffic operations at the following five study area intersections or driveways were determined for the six analysis scenarios: The SR 29 / SR 37 Lewis Brown Drive intersection is a major access intersection for motorists traveling through and past the City of Vallejo. The intersection is a four-way signalized intersection and provides ramp access to eastbound SR 37. The northbound SR 29 approach includes two through lanes and a right turn lane. Access to eastbound SR 37 is provided north of the intersection. The southbound approach includes a dedicated left turn lane, two through lanes and a right turn ramp onto eastbound SR 37. The eastbound approach is the off-ramp from eastbound SR 37. The approach includes a dedicated left turn lane, a combination left-through lane and a right turn lane. The westbound Lewis Brown Drive approach includes two left turn lanes and a short free right turn lane under yield control. Right turning vehicles are constrained due to the bulb-out geometry in the northeast quadrant and the striping along Lewis Brown Drive that reduces the queuing area for this movement. This movement, therefore, was treated as a permitted right turn as opposed to a free right turn. Access to eastbound SR 37 is north of the intersection. The intersection is signalized and includes a protected left turn for southbound traffic and split phasing for the SR 37 off-ramp and Lewis Brown Drive. Pedestrian access is available across the east and south approaches. The SR 29 / Vallejo Village driveway intersection provides right-in, right-out access to the Vallejo Village retail center in the southeast quadrant of the SR 29 / SR 37-Lewis Brown Drive intersection. Access is limited to northbound entry and exit only. SR 29 has two lanes of traffic at the driveway. The entrance is a free right turn ramp, allowing a higher entry speed than a standard driveway. The exit onto SR 29 is also a ramp, with yield access control. The SR 29 / Denny s driveway intersection is a full access tee intersection. The southbound approach includes a through lane and a through-right lane while the southbound approach includes a through-left lane and a through lane. A painted median is present with the striping configured as a two way left turn lane for about 100 feet north of the driveway and a left turn lane configured for southbound traffic south of the driveway. The intersection is stop controlled at the driveway. The SR 29 / Ifland Way intersection is a minor leg stop controlled intersection. The northbound and southbound approaches include a left turn lane, a through lane and a throughright lane. The westbound approach from Ifland Way includes a single lane for all movements. The eastbound approach is a driveway slightly offset to the south of Ifland Way which provides access to the Kia Motors car lot. Traffic Impact Analysis for Sonic Drive-In Page 4 Vallejo, CA (June 8, 2017)

The SR 29 / Yolano Drive intersection provides access to a mobile home park and commercial/light industrial uses to the west and retail and medical office to the east. The intersection is a four-way signalized intersection. The northbound approach includes a left turn lane, two through lanes and a right turn lane while the southbound approach includes a left turn lane, a through lane and a through-right lane. The eastbound Yolano Drive approach includes a left turn lane and a through-right lane while the westbound approach includes a left-through lane and a right only lane. The signal provides protected left turn movements along SR 29 and permissive movements along Yolano Drive. Pedestrian access is available along all approaches. The locations of these study intersections are presented in Figure 3. Level of Service Analysis Procedures Level of service (LOS) analysis provides a basis for describing existing traffic conditions, and for evaluating the significance of project-related traffic impacts. Level of service measures the quality of traffic flow and is represented by letter designations from A to F, with a grade of A referring to the best conditions, and F representing the worst conditions. The following describes the LOS analysis procedures applied for this traffic impact study. Intersections. The 2000 Highway Capacity Manual (HCM 2000) was the basis for operational delay calculations for signalized and unsignalized intersections. The characteristics associated with the various LOS for unsignalized intersections (i.e., those controlled by stop signs) and signalized intersections are presented in Table 1. The City of Vallejo identifies LOS D or better as acceptable operation at an intersection. A traffic impact at an intersection is considered significant when any of the changes in volume to capacity (v/c) ratios, shown in Table 2, occur between the no project and plus project conditions. The 2000 HCM is not the latest version; rather the 2010 HCM is the most recent version. However, one component of the City s significance threshold criteria is the comparison of a signalized intersection s volume to capacity (v/c) ratios under No Project and Plus Project conditions. The HCM 2010 methodology identifies v/c ratios for each movement but does not identify an overall intersection v/c ratio. The v/c ratio for a specific movement could indicate the movement may operate at an unacceptable level while the overall intersection continues to operate acceptably. The 2000 HCM, though, does identify an overall v/c ratio and was therefore used. Traffic Signal Warrants. The extent to which existing or projected traffic volumes may justify signalization at un-signalized intersections has been determined based on consideration of traffic signal warrant presented in the Manual of Uniform Traffic Control Devices, 2012. For this analysis the volume thresholds associated with Warrant 3 (Peak Hour Volume) were assessed for all unsignalized intersections other than right-in, right-out only. Traffic Impact Analysis for Sonic Drive-In Page 5 Vallejo, CA (June 8, 2017)

TABLE 1 LEVEL OF SERVICE DEFINITIONS (INTERSECTIONS) Level of Service Signalized Intersection Unsignalized Intersection Roadway (Daily) "A" Uncongested operations, all queues Little or no delay. Completely free flow. clear in a single-signal cycle. Delay < 10 sec/veh Delay < 10.0 sec "B" "C" "D" "E" Uncongested operations, all queues clear in a single cycle. Delay > 10.0 sec and < 20.0 sec Light congestion, occasional backups on critical approaches. Delay > 20.0 sec and < 35.0 sec Significant congestion of critical approaches but intersection functional. Cars required to wait through more than one cycle during short peaks. No long queues formed. Delay > 35.0 sec and < 55.0 sec Severe congestion with some long standing queues on critical approaches. Blockage of intersection may occur if traffic signal does not provide for protected turning movements. Traffic queue may block nearby intersection(s) upstream of critical approach(es). Delay > 55.0 sec and < 80.0 sec "F" Total breakdown, stop-and-go operation. Delay > 80.0 sec Short traffic delays. Delay > 10 sec/veh and < 15 sec/veh Average traffic delays. Delay > 15 sec/veh and < 25 sec/veh Long traffic delays. Delay > 25 sec/veh and < 35 sec/veh Very long traffic delays, failure, extreme congestion. Delay > 35 sec/veh and < 50 sec/veh Intersection blocked by external causes. Delay > 50 sec/veh Sources: 2000 Highway Capacity Manual, Transportation Research Board (TRB). Free flow, presence of other vehicles noticeable. Ability to maneuver and select operating speed affected. Unstable flow, speeds and ability to maneuver restricted. At or near capacity, flow quite unstable. Forced flow, breakdown. TABLE 2 VOLUME TO CAPACITY (V/C) THRESHOLDS FOR PROJECT IMPACTS LOS without project Increase in V/C with project C >0.04 D >0.02 E or F >0.01 Traffic Impact Analysis for Sonic Drive-In Page 6 Vallejo, CA (June 8, 2017)

Intersection Queues. Intersection queues were evaluated at study intersections at the 95 th percentile length. The 95 th percentile queue length represents a condition where the queue during the peak period will be at or less than the queue length determined by the analysis 95 percent of the time, i.e. the queue will exceed the calculated queue 5 percent of the time. Queues extending beyond the available storage can block through traffic in adjacent travel lanes. These queues are typically associated with left-turn movements as right turning traffic typically proceeds concurrently with through traffic. For purposes of this analysis, queues that extend beyond the turn pocket by 25 feet or more (i.e., the length of one vehicle) into an adjacent traffic lane that operates separately from the left turn lane are identified. For intersections where the left turn lane is operating under a permitted movement with the through lane, a queue extending beyond the turn lane is not considered significant. If the vehicle queue already exceeds that turn pocket length under No Project conditions, a project impact would occur if project traffic lengthens the queue by 25 feet or more. Public Transit The Solano County Transit Authority offers local fixed route, regional commuter route and paratransit services. One local fixed route passes the site. The Number 1 Broadway route provides service between Northwest Vallejo and the Vallejo Transit Center (VTC). The northbound route from the VTC to northwest Vallejo uses Solano Blvd (SR 29) past the project site. The return southbound route uses Broadway Street in the project vicinity while heading back to the VTC. The route also includes a stop at the Sereno Transit Center located on Sereno Drive south of Yolano Drive. The first bus northbound bus departs the VTC at 6:30 a.m. Monday through Friday with a stop at the SR 29 / SR 37 intersection about 20 minutes later. The last bus departs VTC at 7:00 p.m. The first southbound route departs the Mini Drive / Elliott Drive intersection at 5:42 a.m. arriving at the VTC about 25 minutes later. The last bus to VTC departs at 7:02 p.m. The route operates at about 30 minute headways. Route 1 also operates on Saturday and Sunday. On Saturday the first bus departs the VTC at 7:30 a.m. The route operates at one-hour headways with the last northbound bus departing VTC at 6:30 p.m. The first southbound bus departs the Mini Drive / Elliott Drive intersection at 6:59 a.m. The last bus back to the VTC departs at 5:59 p.m. On Sunday the first bus departs the VTC at 8:30 a.m. The route operates at one-hour headways until 10:30 a.m. The route operates again between 4:30 p.m. and 6:00 p.m. at one-hour headways. The southbound buses to the VTC depart at hourly headways between 8:59 a.m. and 10:59 a.m. and from 4:50 p.m. to 6:59 p.m. Bicycle and Pedestrian Facilities Few designated bicycle facilities exist in the vicinity of the project. Class II bike lanes are present along Lewis Brown Drive. The Solano Countywide Bicycle Transportation Plan proposes Class 2 bike lanes along SR 29 south of Georgia Street to the City of Napa. Traffic Impact Analysis for Sonic Drive-In Page 7 Vallejo, CA (June 8, 2017)

Additionally, a Class 1 bike path is proposed along Broadway Street between Mini Drive and Springs Road. Sidewalk is also present intermittently along SR 29, between Lewis Brown Drive and Yolano Drive as well as along Lewis Brown Drive between SR 29 and Broadway Street. The Solano Countywide Pedestrian Transportation Plan proposes to undertake a planning study to develop a plan to improve bicycle / pedestrian and transit facilities on Sonoma Blvd. Existing Traffic Conditions and Levels of Service Traffic Volume Counts. This analysis makes use of peak hour traffic volume counts conducted during the last week of July 2016. An additional peak hour count was conducted at the SR 29 / SR 37 Lewis Brown Drive intersection in the last week of October 2016. The traffic counts at this intersection were compared to the July counts and found to be nominally higher. The remaining study intersections were adjusted based on these counts. The October count was conducted while schools were in session. The counts are included in the Appendix, and the intersection turning movements are presented in Figure 3. Intersection Levels of Service. Table 3 summarizes current operating Levels of Service at the study area intersections. All study intersections currently operate at Levels of Service (LOS) C or better during the a.m. and p.m. peak hours. Intersection Queues. Table 4 presents information regarding current peak period queuing in lanes at signalized study intersections. In each case, the available storage has been presented along with current peak hour traffic volumes and the 95 th percentile queue length. Two turn lanes exceed the available storage in the p.m. peak hour. These include the westbound throughleft lane at the SR 29 / Yolano Drive intersection which has a 104 foot queue and the westbound right turn lane at the SR 29 / SR 37 Lewis Brown Drive intersection which has a queue of 158 feet. The queue along Lewis Brown Drive exceeds the available turn lane length and vehicles will queue in the outside left turn lane. Traffic Impact Analysis for Sonic Drive-In Page 8 Vallejo, CA (June 8, 2017)

1 FREE (171) 131 (880) 866 (846) 734 202 (318) 110 (122) 4 (4) 1 (15) 2 (1070) 1055 (5) 11 R1-1 3 (4) 0 (0) 1 (0) 1 2 6 3 4 2 (319) 172 (110) 81 (106) 97 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1062) 1073 74 (144) 531 (1170) R1-1 13 (34) 5 (10) 5 (0) 0 (6) 1 (16) 10 (153) 217 (884) 779 (47) 53 2 (5) 582 (1298) 4 (5) 8 (9) SR 29/Ifland Way 74 (173) 6 (10) 47 (103) 15 (60) 583 (1265) (49) 26 (11) 8 (30) 32 58 (130) 468 (1016) 11 (25) 2 (8) 3 SR 29/ Vallejo Village Access (1080) 1043 (29) 19 6 SR 29/Yolano Dr (1109) 1062 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (16) 16 (12) 13 R1-1 570 (1311) 12 (12) 586 (1327) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 EXISTING TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 3

TABLE 3 EXISTING PEAK HOUR LEVELS OF SERVICE AT INTERSECTIONS Location 1. SR 29 / SR 37 EB Off-Ramp- Lewis Brown Dr 2. SR 29 / Vallejo Vista Driveway WB Stop WB Right 3. SR 29 / Denny s Driveway EB Stop NB Left EB 4. SR 29 / Ifland Way EB/WB NB Left Stop SB Left EB WB AM Peak Hour PM Peak Hour Traffic Control LOS Average Delay v/c ratio LOS Average Delay v/c ratio Signal Warranted? Signal B 16.4 0.74 C 27.3 0.79 N/A B 10.5 N/A B 14.8 N/A A B B A C B 5. SR 29 / Yolano Dr Signal B 10.6 0.43 B 14.5 0.57 N/A 0.8 13.5 10.3 8.8 17.0 11.4 N/A N/A A C B B C A 0.2 15.9 10.4 11.4 16.5 9.6 N/A N/A No No No TABLE 4 EXISTING TERM PEAK HOUR QUEUES AT SIGNALIZED INTERSECTIONS Location 1. SR 29 / SR 37 Lewis Brown Drive Capacity (feet) AM Peak Hour Queue (Feet) PM Peak Hour Queue (feet) SB left turn 265 146 238 EB left turn 665 (2) 149 288 WB left turn >800 (2) 64 79 WB right turn 100 65 158 5. SR 29 / Yolano Drive NB left turn 225 <25 44 SB left turn 215 121 146 EB left turn 100 25 32 WB left-through 100 41 104 Highlighted values indicate queue length in excess of available storage by 25 or more Traffic Impact Analysis for Sonic Drive-In Page 10 Vallejo, CA (June 8, 2017)

EXISTING PLUS PROJECT IMPACTS The development of the Sonic Drive-In Restaurant would attract new traffic to the local area site. The amount of additional traffic on a particular section of the street network depends on two factors: Trip Generation, the number of new trips generated by the project, and Trip Distribution and Assignment, the specific routes that the new traffic uses. Trip Generation Development of the Sonic Drive-In Restaurant project would generate new vehicle trips and affect traffic operations at the study intersections. The number of vehicle trips that are expected to be generated by development of the proposed project has been estimated using typical trip generation rates that have been developed based on the nature and size of project land uses. Data compiled by the Institute of Transportation Engineers (ITE) and presented in the publication Trip Generation, 9 th Edition (Institute of Transportation Engineers 2013) is the source of trip generation rates for midweek traffic generation. In addition to the 2,300 square foot restaurant the project also includes 3,600 square feet of retail uses. The trip generation of the project was computed using trip generation rates published in Trip Generation (Institute of Transportation Engineers, 9th Edition, 2013) based on the projected use. For this project, Land Use 934, Fast Food with Drive-Through and Land Use 820, Retail was used to establish projected trip generation for the site. Trips generated by commercial projects fit into two categories. Some trips will be made by patrons who would not otherwise be on the local street system and who go out of their way to reach the site. These are "new" trips. Other trips will be made by patrons who are already in the roadway network, and are therefore not adding new trips to the overall system. These trips fall into one of two categories. Pass-By Trips. Pass-by trips are made by motorists who are already driving by the site as part of another trip. Peak hour pass-by trips are common on commuter routes as motorists stop on their way home, for example, to visit the neighborhood grocery. Pass-by trips occur along the project frontage. For this project pass-by trips would occur at the driveway entrance along SR 29. ITE research has suggested typical pass-by percentages for various land uses where appreciable background traffic occurs. The share of project trips falling into each category varies over the day. Internal Capture. Internally captured trips are trips within the boundaries of a mixed-use development. These trips do not leave or enter the project driveways. For this project a 5% internal capture rate was used consistent with Caltrans standards identified in their Guide for the Preparation of Traffic Impact Studies. Traffic Impact Analysis for Sonic Drive-In Page 11 Vallejo, CA (June 8, 2017)

Table 5 presents the projected trip generation for the project. The table provides a breakdown of the projected overall trips generated by each land use, the projected internally captured trips and the pass-by trips. After accounting for internally captured and pass-by trips, the project is expected to generate 1,298 new daily trips, 70 new a.m. peak hour trips and 97 new p.m. peak hour trips. Trip Distribution / Assignment The distribution of project traffic was developed based on traffic conditions in the vicinity of the proposed project. Table 6 presents the trip distribution for the site. Twenty-five percent of project-related trips are expected to travel both north and south on SR 29 and east along SR 37 while 5% is expected to travel east along Lewis Brown Drive. The remaining 20% is projected to travel west along SR 37. The resulting project-related traffic volumes are shown in Figure 4. Traffic Impact Analysis for Sonic Drive-In Page 12 Vallejo, CA (June 8, 2017)

TABLE 5 SONIC DRIVE-IN AND RETAIL SHOPS PROJECT TRIP GENERATION AM PM Land Use Size Daily Total In Out Total In Out Retail (LU 820) 3.60 ksf 217.39* 5.70** 62% 38% 17.94 48% 52% Fast Food with Drive Through (LU 934) 2.31 ksf 496.12 45.42 51% 49% 32.65 52% 48% Retail (LU 820) 783 21 13 8 65 31 34 Fast Food with Drive Through (LU 934) 1,145 105 53 51 75 39 36 Sub-Total Trips 1,928 125 66 59 140 70 70 Internal Capture Δ Retail (LU 820) (39) (1) (1) (0) (3) (2) (2) Fast Food with Drive Through (LU 934) (57) (5) (3) (3) (4) (2) (2) Pass-By Trips Total Internal Capture Trips (96) (6) (3) (3) (7) (4) (3) Retail (LU 820) (0) (0) (0) (0) (0) (0) (0) Fast Food with Drive-Through (LU 934) (49% Daily, 49% AM, 50% PM) (533) (49) (25) (24) (36) (19) (17) Total Pass-By Trips (533) (49) (25) (24) (36) (19) (17) Net New Trips 1,298 70 38 32 97 48 49 Notes: trips may not equal the sum of the components due to rounding Source: Institute of Transportation Engineers (ITE) Trip Generation 9 th edition * Ln(T) = 0.65 Ln (X) + 5.83 ** Ln(T) = 0.61 Ln (X) + 2.24 Ln(T) = 0.67 Ln (X) + 3.31 Δ 5% - Caltrans Guide for the Preparation of Traffic Impact Studies Institute of Transportation Engineers (ITE) Trip Generation Handbook 2 nd edition average of a.m. and p.m. pass-by rates Traffic Impact Analysis for Sonic Drive-In Page 13 Vallejo, CA (June 8, 2017)

TABLE 6 SONIC DRIVE-IN AND RETAIL SHOPS TRIP DISTRIBUTION PERCENTAGES Direction Percent Distribution North of SR 29 25% East on SR 37 25% East on Lewis Brown Drive 5% South on SR 29 25% West on SR 37 20% Total 100% Level of Service Analysis Project-related traffic was added to Existing background volumes to calculate Existing plus Project (EPP) conditions traffic volumes. Figure 5 displays the resulting EPP traffic volumes anticipated for each study intersection in the a.m. and p.m. peak hours. Table 7 compares the a.m. and p.m. peak hour LOS at each study intersection under Existing and EPP conditions. Under this scenario all intersections will continue to operate at LOS C or better during each time period. The signalized intersections will also operate within the acceptable v/c ratio differences. Intersection Queues Table 8 presents information regarding Existing plus Project peak period queuing in lanes at the two signalized study intersections and the New Street intersection. The westbound through-left lane queue at the SR 29 / Yolano Drive intersection will continue to exceed the storage by four feet in the p.m. peak hour. This is not considered significant as the movement operates under a permitted signal phasing. The westbound right turn lane along Lewis Brown Drive will have a queue of 159 feet. This queue exceeds the turn pocket length by 59 feet; however, under No Project conditions the queue is 158 feet. A project impact occurs if the project traffic lengthens the existing queue by 25 feet or more; therefore, this is not considered significant. The proposed New Street will be constructed about 75 feet north of the existing Denny s driveway. A two-way-left-turn lane (TWLTL) exists from the Denny s driveway north to the Vallejo Village right-in driveway. The project will add northbound left turns into the TWLTL. The queue results indicate that a single vehicle is expected to queue turning left onto the new street. This should allow sufficient length in the TWLTL to allow outbound vehicles exiting the Denny s driveway to perform a two-stage turn to enter northbound SR 29 where vehicles enter the TWLTL, queue, and then merge into the SR 29 flow as appropriate. Traffic Impact Analysis for Sonic Drive-In Page 14 Vallejo, CA (June 8, 2017)

1 FREE (0) 0 (22) 17 (0) 0 0 (0) 2 (2) 4 (0) 0 (0) 0 (-12) (12) -14 8 (0) 0 R1-1 0 (0) 0 (0) 0 (0) 1 2 6 3 4 2 (0) 0 (0) 0 (12) 10 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (36) 29 R1-1 2 (2) 22 (34) 0 (0) 5 (0) 0 (0) 0 (0) 0 SR 29/Ifland Way (0) 14 0 (0) 0 (12) 8 (-12) (0) -14 0 0 (0) 10 4 (12) (8) 0 (0) 0 (0) 0 (0) 0 (0) 0 (0) (0) 0 24 (37) (-12) (0) -9 0 (0) 0 (0) 0 0 (0) 10 4 (12) (8) 0-4 (0) (-8) 0 (0) SR 29/ Vallejo Village Access SR 29/Yolano Dr Legend 3 (-12) (11) -14 7 (0) 0 6 (-12) (-11) -14-13 (12) (47) 14 42 5 XX (XX) XX R1-1 AM Peak Hour Volume PM Peak Hour Volume Diverted Traffic Stop Sign Signalized Intersection (0) 0 (0) 0 R1-1 10 4 (12) (2) 0 0 (0) (0) SR 29/ Denny s Access (12) (44) 9 36 (0) (22) 0 20-12 0 (-8) (0) 22 4 (20) (8) SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS INCLUDING DIVERSION OF EXISTING TRAFFIC TO NEW STREET figure 4

1 FREE (171) 131 (902) 883 (846) 734 202 (318) 112 (124) 4 (4) 1 (15) 2 (1070) 1049 (5) 11 R1-1 3 (4) 0 (0) 1 (0) 1 2 6 3 4 2 (319) 172 (110) 81 (118) 107 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1098) 1102 76 (146) 553 (1204) R1-1 13 (34) 5 (10) 5 (0) 0 (6) 1 SR 29/Ifland Way (16) 10 (153) 217 (896) 787 (35) 39 2 (5) 596 (1318) 4 (5) 8 (9) 74 (173) 6 (10) 47 (103) 15 (60) 607 (1302) (37) 17 (11) 8 (30) 32 58 (130) 482 (1036) 7 (17) 2 (8) 3 SR 29/ Vallejo Village Access (1079) 1036 (29) 19 6 SR 29/Yolano Dr (1086) 1035 (59) 56 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (16) 16 (12) 13 R1-1 584 (1145) 12 (12) (56) 45 (22) 20 R1-1 578 (1319) 26 (28) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 EXISTING PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 5

TABLE 7 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE Intersection Control LOS Existing Existing plus Project AM PM AM PM Delay v/c Delay v/c Delay v/c Delay (sec) ratio LOS (sec) ratio LOS (sec) ratio LOS (sec) 1. SR 29 / SR 37 EB Off-Ramp- Lewis Brown Dr Signal B 16.4 0.74 C 27.3 0.79 B 16.7 0.73 C 27.8 0.79 2. SR 29 / Vallejo Vista Driveway WB Right 3. SR 29 / Denny s Driveway NB Left EB 4. SR 29 / Ifland Way NB Left SB Left EB WB WB Stop EB Stop EB/WB Stop v/c ratio B 10.5 N/A B 14.8 N/A B 10.6 N/A C 15.1 N/A A B B A C B 0.8 13.5 10.3 8.8 17.0 11.4 5. SR 29 / Yolano Dr Signal B 10.6 0.43 B 14.5 0.57 B 10.6 0.43 B 14.5 0.57 6. SR 29 / New Street NB Left EB EB Stop N/A N/A A C B B C A 0.2 15.9 10.4 11.4 16.5 9.6 N/A N/A A C B A C B B C 0.8 21.9 10.4 8.8 17.7 11.1 10.4 15.6 N/A N/A N/A A C B B C A B C 0.6 17.5 10.5 11.3 17.6 9.3 10.9 21.0 N/A N/A N/A Traffic Impact Analysis for Sonic Drive-In Page 17 Vallejo, CA (June 8, 2017)

TABLE 8 EXISTING PLUS PROJECT PEAK HOUR QUEUES AT SIGNALIZED AND NEW STREET INTERSECTIONS Capacity Location (feet) 1. SR 29 / SR 37 Lewis Brown Drive AM Peak Hour Queue (Feet) Existing PM Peak Hour Queue (feet) Existing plus Project AM Peak Hour Queue (Feet) PM Peak Hour Queue (feet) SB left turn 265 146 238 149 238 EB left turn 665 (2) 149 288 151 288 WB left turn >800 (2) 64 79 67 81 WB right turn 100 65 158 66 159 5. SR 29 / Yolano Drive NB left turn 225 <25 44 <25 36 SB left turn 215 121 146 122 146 EB left turn 100 25 32 <25 43 WB left-through turn 100 41 104 42 104 6. SR 29 / New Street NB left turn 75 N/A N/A <25 <25 Eastbound 250 N/A N/A <25 40 Highlighted values indicate queue length in excess of available storage by 25 or more Traffic Impact Analysis for Sonic Drive-In Page 18 Vallejo, CA (June 8, 2017)

NEAR TERM (PROJECT OPENING) - NO PROJECT CONDITIONS Background Traffic Volume Forecasts Near Term (NT) conditions were studied based on a projected opening in 2018. The Near Term conditions analyzed the study intersections so that a base line condition could be established to evaluate project impacts. The Near Term volumes were developed though the interpolation of existing and cumulative traffic volumes at the study intersections and addition of any approved projects. The only project identified by City staff was an automotive repair facility located north of Lewis Brown Drive. According to City staff the project has not been approved; therefore, this project was excluded from the Near Term forecasts. Figure 6 presents the interpolated 2018 Near Term traffic volumes. Intersection Levels of Service Table 9 summarizes current operating Levels of Service at the study area intersections. All study intersections will operate at LOS C or better during the a.m. and p.m. peak hours. Intersection Queues Table 10 presents information regarding Near Term peak period queuing in turn lanes at signalized study intersections and the New Street intersection. One location will have a left turn queue that exceeds the turn pocket by more than 25. The queue will exceed the westbound right turn lane at the SR 29 / SR 37 Lewis Brown Drive intersection for the p.m. peak hour where the queue is projected to be 211 feet. Traffic Impact Analysis for Sonic Drive-In Page 19 Vallejo, CA (June 8, 2017)

1 FREE (188) 161 (891) 891 (772) 725 230 (348) 112 (122) 4 (4) 1 (15) 2 (1081) 1080 (5) 12 R1-1 3 (4) 0 (0) 1 (0) 1 2 6 3 4 2 (357) 184 (121) 91 (108) 95 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1082) 1098 81 (145) 552 (1186) R1-1 13 (35) 5 (10) 5 (0) 0 (6) 1 (16) 10 (154) 220 (900) 789 (46) 56 2 (5) 611 (1299) 4 (5) 8 (9) SR 29/Ifland Way 77 (170) 6 (10) 47 (102) 15 (61) 612 (1283) (48) 26 (11) 8 (29) 31 59 (130) 498 (1033) 12 (25) 2 (8) 3 SR 29/ Vallejo Village Access (1093) 1069 (29) 19 6 SR 29/Yolano Dr (1122) 1088 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (16) 16 (12) 13 R1-1 601 (1329) 12 (12) 617 (1345) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 NEAR TERM (2018) TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 6

TABLE 9 NEAR TERM INTERSECTION LEVEL OF SERVICE Intersection Control LOS Near Term Near Term plus Project AM PM AM PM Delay v/c Delay v/c Delay v/c Delay (sec) ratio LOS (sec) ratio LOS (sec) ratio LOS (sec) 1. SR 29 / SR 37 EB Off-Ramp- Lewis Brown Dr Signal B 17.8 0.71 C 32.1 0.81 B 18.0 0.71 C 32.8 0.82 2. SR 29 / Vallejo Vista Driveway WB Right 3. SR 29 / Denny s Driveway NB Left EB 4. SR 29 / Ifland Way NB Left SB Left EB WB WB Stop EB Stop EB/WB Stop B 10.6 A B B A C B 0.8 13.6 10.4 8.9 17.2 11.5 N/A N/A C 15.0 A C 0.6 15.9 N/A N/A B 10.7 A B 0.8 23.1 N/A N/A C 15.3 5. SR 29 / Yolano Dr Signal B 10.8 0.44 B 14.5 0.57 B 10.7 0.44 B 14.5 0.58 6. SR 29 / New Street NB Left EB EB Stop N/A B B C A 10.4 11.4 16.4 9.5 N/A B A C B B C 10.5 8.8 17.8 11.0 10.5 16.0 N/A N/A A C B B C A B C 0.6 17.9 10.5 11.3 17.0 9.4 10.7 20.4 v/c ratio N/A N/A N/A N/A Traffic Impact Analysis for Sonic Drive-In Page 21 Vallejo, CA (June 8, 2017)

TABLE 10 NEAR TERM PEAK HOUR QUEUES AT SIGNALIZED AND NEW STREET INTERSECTIONS Capacity Location (feet) 1. SR 29 / SR 37 Lewis Brown Drive AM Peak Hour Queue (Feet) Near Term PM Peak Hour Queue (feet) Near Term plus Project AM Peak Hour Queue (Feet) PM Peak Hour Queue (feet) SB left turn 265 186 275 188 275 EB left turn 665 (2) 166 335 168 335 WB left turn >800 (2) 68 79 70 81 WB right turn 100 71 211 71 213 5. SR 29 / Yolano Drive NB left turn 225 <25 44 <25 36 SB left turn 215 125 147 125 147 EB left turn 100 26 31 <25 42 WB left-through lane 100 42 103 42 103 6. SR 29 / New Street NB left turn 75 N/A N/A <25 <25 Eastbound 250 N/A N/A <25 40 Highlighted values indicate queue length in excess of available storage by 25 or more Traffic Impact Analysis for Sonic Drive-In Page 22 Vallejo, CA (June 8, 2017)

NEAR TERM PLUS PROJECT IMPACTS Project-related traffic was added to Near Term background volumes to calculate NT plus Project (NTPP) conditions traffic volumes. Figure 7 displays the resulting NTPP traffic volumes anticipated for each study intersection in the a.m. and p.m. peak hours. Level of Service Analysis Table 9 compares the a.m. and p.m. peak hour LOS at each study intersection under NT and NTPP conditions. All intersections will continue to operate at LOS C or better during the a.m. and p.m. peak periods and each signalized intersection will operate within the acceptable v/c ratio differences. Intersection Queues Table 10 presents information regarding Near Term and NTPP peak period queuing in lanes at signalized study intersections. Two turn lanes will continue to exceed the available storage in the p.m. peak hour. The westbound through-left lane at the SR 29 / Yolano Drive intersection will continue to have a queue of 103 feet while the westbound right turn lane along Lewis Brown Drive will have a queue of 213 feet. The Yolano Drive approaches operate under a permitted signal phasing; therefore, the queue is not considered significant. The queue along Lewis Brown Drive exceeds the turn pocket length; however, under the NT conditions the queue is 211 feet. Since the additional queue with the project is less than 25 feet when compared to the No Project conditions this is not considered a significant impact. The northbound queue into the new street will continue to be a single vehicle. As identified in the Existing plus Project scenario this should allow sufficient length in the TWLTL to allow outbound vehicles exiting the Denny s driveway. Traffic Impact Analysis for Sonic Drive-In Page 23 Vallejo, CA (June 8, 2017)

1 FREE (188) 161 (913) 908 (772) 725 230 (348) 114 (124) 4 (4) 1 (15) 2 (1081) 1074 (5) 12 R1-1 3 (4) 0 (0) 1 (0) 1 2 6 3 4 2 (357) 184 (121) 91 (120) 105 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1118) 1127 83 (147) 574 (1220) R1-1 13 (35) 5 (10) 5 (0) 0 (6) 1 SR 29/Ifland Way (16) 10 (154) 220 (912) 797 (46) 42 2 (5) 617 (1303) 4 (5) 8 (9) 77 (170) 6 (10) 47 (102) 15 (61) 636 (1320) (36) 17 (11) 8 (29) 31 59 (130) 504 (1053) 8 (17) 2 (8) 3 SR 29/ Vallejo Village Access (1092) 1062 (29) 19 6 SR 29/Yolano Dr (1070) 1061 (59) 56 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (16) 16 (12) 13 R1-1 615 (1343) 12 (12) (56) 45 (22) 20 R1-1 605 (1337) 26 (28) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 NEAR TERM (2018) PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 7

CUMULATIVE (2030) CONDITIONS Background Traffic Volume Forecasts The City of Vallejo s current General Plan extends to 2030. The Napa Solano travel demand model was reviewed and used to develop 2030 intersection turning movement counts at the study intersections. Traffic volumes along SR 29 were developed based on the projected growth on SR 29 and the adjacent intersections. Figure 8 presents the projected Cumulative turning movement volumes. Background Roadway Improvements KDA obtained the most recent Solano Transportation Authority (STA) Travel Demand Forecast Model information, which includes anticipated development within the City of Vallejo and remaining areas of Solano County. Peak hour roadway volumes were obtained from the STA 2030 model. Turning movements at the study intersections were developed using the Furness forecasting methodology for a.m. and p.m. peak hour periods. The City s General Plan, the STA s Countywide Plans and Studies website (http://www.sta.ca.gov/content/10055/countywideplansampstudies.html#ncweir) and the Caltrans System Planning Documents for State Route 29 did not identify any roadway improvements other than pedestrian, bicycle and transit projects previously noted. No changes in roadway geometry or signal timing were made. Intersection Levels of Service Table 11 summarizes operating Levels of Service at the study area intersections under Cumulative conditions. All intersections will operate at LOS D or better except the SR 29 / SR 37 Lewis Brown Drive intersection which will decline to LOS F with a delay of 97.1 seconds. Intersection Queues Table 12 presents information regarding Near Term peak period queuing in lanes at signalized study intersections and the New Street intersection. Two locations will have turn queues that exceed the turn pockets by more than 25 feet. The queues will exceed the southbound left turn lane and the westbound right turn lane at the SR 29 / SR 37 Lewis Brown Drive intersection for both the a.m. and p.m. peak hours. Traffic Impact Analysis for Sonic Drive-In Page 25 Vallejo, CA (June 8, 2017)

1 FREE (287) 342 (960) 1038 (328) 672 400 (525) 127 (123) 4 (5) 1 (17) 2 (1145) 1231 (6) 15 R1-1 4 (5) 0 (0) 1 (1) 1 2 6 3 4 2 (583) 253 (189) 152 (118) 83 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1201) 1249 120 (148) 678 (1279) R1-1 14 (40) 5 (11) 6 (0) 0 (7) 1 (16) 11 (157) 236 (993) 846 (43) 71 2 (6) 787 (1304) 4 (6) 9 (10) SR 29/Ifland Way 93 (154) 7 (7) 46 (93) 17 (66) 785 (1388) (39) 29 (8) 7 (24) 28 66 (133) 680 (1132) 15 (23) 3 (7) 3 SR 29/ Vallejo Village Access (1169) 1228 (32) 21 6 SR 29/Yolano Dr (1201) 1249 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (18) 18 (13) 14 R1-1 784 (1436) 13 (13) 802 (1454) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CUMULATIVE TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 8

TABLE 11 INTERSECTION LEVEL OF SERVICE 2030 PLUS PROJECT CONDITIONS Intersection Control LOS 2030 2030 plus Project AM PM AM PM Delay v/c Delay v/c Delay v/c Delay (sec) ratio LOS (sec) ratio LOS (sec) ratio LOS (sec) 1. SR 29 / SR 37 EB Off-Ramp- Lewis Brown Dr Signal D 39.8 0.84 F 97.1 1.15 D 40.8 0.85 F 98.6 1.16 2. SR 29 / Vallejo Vista Driveway WB Right 3. SR 29 / Denny s Driveway NB Left EB 4. SR 29 / Ifland Way NB Left SB Left EB WB WB Stop EB Stop EB/WB Stop B 11.5 A B B A C B 0.3 14.9 10.9 9.4 18.4 11.4 N/A N/A C 16.2 A C 0.6 16.6 N/A N/A B 11.6 A C 0.8 22.0 N/A N/A C 16.5 5. SR 29 / Yolano Dr Signal B 11.4 0.47 B 14.3 0.59 B 11.4 0.48 B 14.4 0.60 6. SR 29 / New Street NB Left EB EB Stop N/A B B C B 10.5 11.2 16.4 11.4 N/A B A C B B C 11.0 9.1 18.4 10.4 11.3 18.0 N/A N/A A C B B C B B C 0.6 16.4 10.6 11.2 16.8 11.5 11.2 22.3 v/c ratio N/A N/A N/A N/A Traffic Impact Analysis for Sonic Drive-In Page 27 Vallejo, CA (June 8, 2017)

TABLE 12 2030 PEAK HOUR QUEUES AT SIGNALIZED AND NEW STREET INTERSECTIONS Capacity Location (feet) 1. SR 29 / SR 37 Lewis Brown Drive AM Peak Hour Queue (Feet) 2030 2030 plus Project PM Peak AM Peak Hour Queue Hour Queue (feet) (Feet) PM Peak Hour Queue (feet) SB left turn 265 626 484 638 484 EB left turn 665 (2) 280 662 284 662 WB left turn >800 (2) 85 80 87 82 WB right turn 100 311 619 320 619 5. SR 29 / Yolano Drive NB left turn 225 <25 40 <25 32 SB left turn 215 153 144 154 144 EB left turn 100 31 28 <25 37 WB left-through lane 100 47 94 47 94 6. SR 29 / New Street NB left turn 75 N/A N/A <25 <25 Eastbound 250 N/A N/A 29 43 Highlighted values indicate queue length in excess of available storage by 25 or more Traffic Impact Analysis for Sonic Drive-In Page 28 Vallejo, CA (June 8, 2017)

CUMULATIVE (2030) PLUS PROJECT IMPACTS The development of the Sonic Drive-Through and accompanying retail shops would attract additional traffic to the project vicinity, and the project would add traffic to the long-term 2030 background conditions. Level of Service Analysis Project-related traffic was added to 2030 background volumes to develop 2030 plus Project traffic volumes. Figure 9 displays the resulting traffic volumes anticipated for each study intersection in the a.m. and p.m. peak hours. Table 11 compares the a.m. and p.m. peak hour LOS at each study intersection under 2030 and 2030 plus Project conditions. All intersections except the SR 29 / SR 37-Lewis Brown Drive intersection will operate at LOS D or better during each time period. The SR 29 / SR 37 Lewis Brown Drive intersection will operate at LOS F with a delay of 98.6 seconds. The difference in v/c ratios between Cumulative No Project and Cumulative plus Project conditions is 0.01. This is within the City s v/c ratio differences; therefore, this is not considered significant. Intersection Queues Table 12 presents information regarding Cumulative plus Project peak period queuing in turn lanes at signalized study intersections. Two locations will have left turn queues that exceed the turn pockets by more than 25. The queues will exceed the southbound left turn lane and the westbound right turn lane at the SR 29 / SR 37 Lewis Brown Drive intersection in both the a.m. and p.m. peak hours. The queue in the southbound left turn lane will have an increase of less than 25 feet compared to the Cumulative No Project scenario; therefore, this is not considered a significant impact. The queue in the westbound right turn lane will also have an increase of less than 25 feet compared to the Cumulative No Project scenario. This is also not considered a significant impact. The northbound queue into the new street will continue to be a single vehicle. As identified in the Existing plus Project scenario this should allow sufficient length in the TWLTL to allow outbound vehicles exiting the Denny s driveway. Traffic Impact Analysis for Sonic Drive-In Page 29 Vallejo, CA (June 8, 2017)

1 FREE (287) 342 (982) 1055 (328) 672 400 (525) 129 (125) 4 (5) 1 (17) 2 (1145) 1225 (6) 15 R1-1 4 (5) 0 (0) 1 (1) 1 2 6 3 4 2 (583) 253 (189) 152 (130) 83 SR 29/ SR 37 EB Offramp/ Lewis Brown Dr (1237) 1278 122 (150) 700 (1313) R1-1 14 (40) 5 (11) 6 (0) 0 (7) 1 SR 29/Ifland Way (16) 11 (157) 236 (1005) 854 (31) 57 2 (6) 801 (1324) 4 (6) 9 (10) 93 (154) 7 (7) 46 (93) 17 (66) 809 (1425) (27) 20 (8) 7 (24) 28 66 (133) 694 (1152) 11 (15) 3 (7) 3 SR 29/ Vallejo Village Access (1168) 1221 (32) 21 6 SR 29/Yolano Dr (1178) 1222 (59) 56 5 XX (XX) R1-1 Legend AM Peak Hour Volume PM Peak Hour Volume Stop Sign (18) 18 (13) 14 R1-1 772 (1428) 13 (13) (56) 45 (22) 20 R1-1 790 (1446) 26 (28) Signalized Intersection SR 29/ Denny s Access SR 29/ New St KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS figure 9

SITE ASSESSMENT / TRUCK ACCESS Access to the site is proposed through the New Street intersection along SR 29. Full access is proposed. A secondary access is available via the SR 29 / Yolano Drive intersection; however, this route requires motorists to travel about ¾ mile from the proposed New Street intersection to Yolano Drive and Enterprise Street to reach the project site. While providing a secondary access it is expected that this route would rarely be used by customers as it requires out of direction travel to and from the north and would require directional signing due to the circuitous route. An assessment of vehicle turning movements was conducted using AutoTURN software prepared by Transoft. This software implements procedures described in the American Association of State and Highway Transportation Officials (AASHTO) document A Policy on Geometric Design of Highways and Streets, and the Caltrans Highway Design Manual. The program is a CADD based program that simulates low speed turning maneuvers for highway vehicles. The program is used to define vehicle tire tracking and sweep paths in order to design roadway features to meet minimum design vehicle constraints. The New Street intersection would provide access to the existing Denny s Restaurant and Motel 6 properties located on the south side of New Street; the existing driveway to these properties along SR 29 would be closed. The proposed layout would maintain the existing driveway along Enterprise Street and motorists would using New Street would have to make a 180 turn into and out of the driveway as shown in Figure 10. While the inbound turn is feasible the 180 outbound right turn would require passenger cars to oversteer into the opposing lane. Two driveways along New Street are proposed for the project. The first is located at the end of Enterprise Street and will provide full access for the site. The second driveway is inbound only and will be located about 60 feet from the SR 29 intersection. CA-Legal Trucks CA-Legal trucks were analyzed to determine accessibility to the new street. Inbound turns from SR 29 can be completed by CA-Legal trucks without turning into the opposing lane and without overtopping the adjacent proposed curb. This is illustrated in Figures 11 and 12. Outbound turns can also be completed from the new street onto SR 29. Eastbound to northbound trucks were assumed to use a two-phase left turn with queuing in the center turn lane and then entering the through lane. Right turning eastbound to southbound movements will also need to use the center turn lane to complete a turn; however, it would appear unlikely that this movement would occur as truck traffic from Enterprise Street would be expected to depart via Yolano Drive. Figures 13 and 14 illustrate the outbound movements. Motorhome Motorhomes were also evaluated with the vehicle approaching from the north and turning into the inbound driveway adjacent to SR 29. Figure 15 illustrates the turning movement required to enter the site and maneuver through the project site. Outbound movements onto SR 29 were not evaluated as the CA-Legal truck templates indicate that larger vehicles can be accommodated. Traffic Impact Analysis for Sonic Drive-In Page 31 Vallejo, CA (June 8, 2017)

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 PASSENGER CAR ACCESS figure 10

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CA LEGAL figure 11

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CA-LEGAL figure 12

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CA-LEGAL figure 13

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 CA-LEGAL figure 14

KD Anderson & Associates, Inc. Transportation Engineers 2883-001 RA 6/8/2017 MOTORHOME figure 15

FINDINGS / RECOMMENDATIONS / MITIGATIONS The preceding analysis has identified project impacts that may occur without mitigation. The text that follows identifies a strategy for mitigating the impacts of the proposed project. Recommendations are identified for facilities that have deficiencies in the roadway network without the project. If the project causes a significant impact, mitigations are identified for the facility. Existing Conditions All intersections will operate at LOS C or better. The queue along the westbound left-through lane of the SR 29 / Yolano Drive intersection is 104. The queue along the westbound right turn lane of the SR 29 / SR 37 Lewis Brown Drive intersection is 158 feet. This queue exceeds the available turn lane length of about 100 feet. Existing plus Project Mitigations. All intersections will continue to operate at LOS C or better. The change in v/c ratios at the signalized intersections is 0.01 or less which is below than the 0.04 threshold identified in the City guidelines. The queue along the westbound left-through lane of the SR 29 / Yolano Drive intersection will remain at 104. This approach operates under a permitted movement; therefore, the queue is not considered a significant impact. The queue along the westbound right turn lane of the SR 29 / SR 37 Lewis Brown Drive intersection is projected to be 159 feet. The additional queue length is less than 25 feet, and since the vehicle queue already exceeds the turn pocket length this is not considered a significant impact. The project applicant should pay applicable TIM fees. While a full access driveway along the east side New Street is proposed this driveway should be limited to inbound traffic only. This driveway serves all inbound traffic and while it can serve opposing passenger vehicles simultaneously any larger vehicles would have to wait for the outbound vehicle to clear. This could result in vehicles blocking the outside lane along southbound SR 29. Under the current site design vehicles parked along the southbound drive-in spaces would have to circle the restaurant when departing. The applicant shall restripe SR 29 at the New Street intersection and install a left turn pocket back to back with the existing southbound left turn pocket at Ifland Way. Near Term In the Near Term scenario all intersections will operate at acceptable levels of service, at LOS C or better. The queue along the westbound left-through lane of the SR 29 / Yolano Drive Traffic Impact Analysis for Sonic Drive-In Page 38 Vallejo, CA (June 8, 2017)