Traffic Impact Analysis for 2171 Rosecrans Avenue

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1 Traffic Impact Analysis for 2171 Rosecrans Avenue Prepared for: Continental Development Corporation Revised May 2016 LA

2 Prepared by: Fehr & Peers 600 Wilshire Blvd, Suite 1050 Los Angeles, CA (213)

3 Table of Contents 1. INTRODUCTION... 1 Project Description... 1 Study Scope... 1 Organization Of Report EXISTING CONDITIONS... 5 Study Area... 5 Existing Street System... 5 North/South Roadways... 5 East/West Roadways... 6 Existing Transit Service... 6 Existing Bicycle and Pedestrian Facilities... 8 Existing Traffic Volumes and Levels of Service... 8 Existing Traffic Volumes... 8 Level of Service Methodology... 8 Existing Levels of Service TRAFFIC PROJECTIONS...13 Project Traffic Project Traffic Generation Project Traffic Assignment Existing Baseline plus Project Traffic Projections Cumulative Base Traffic Generation Cumulative plus Project Traffic Projections TRAFFIC IMPACT ANALYSIS...22 Significant Traffic Impact Criteria Existing plus Project Impact Analysis Cumulative plus Project Impact Analysis... 24

4 Mitigation Measures CONCLUSIONS...26 Appendices Appendix A: Intersection Lane Configurations Appendix B: Intersection Traffic Counts Appendix C: LOS Analysis

5 List of Figures Figure 1. Project Site and Study Intersections... 2 Figure 2. Project Site Plan... 3 Figure 3. Existing Transit... 7 Figure 4. Existing Peak Hour Traffic Volumes... 9 Figure 5. Project Distribution Figure 6. Project Only Peak Hour Traffic Volumes Figure 7. Existing plus Project Peak Hour Traffic Volumes Figure 8. Cumulative Peak Hour Traffic Volumes Figure 9. Cumulative plus Project Peak Hour Traffic Volumes List of Tables Table 1. Level of Service Definitions for Signalized Intersections Table 2. Existing Conditions Intersection Level of Service Analysis Table 3. Project Trip Generation Estimates Table 4. Existing Conditions Intersection Level of Service and Significant Impact Analysis Table 5. Cumulative Conditions Intersection Level of Service and Significant Impact Analysis... 25

6 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May INTRODUCTION This report summarizes the results of a traffic study conducted by Fehr & Peers to evaluate the potential traffic impacts of the proposed project at 2171 Rosecrans Avenue in El Segundo, California. PROJECT DESCRIPTION The project will involve demolishing the existing 9,836 square feet (sf) of quality restaurant (CozyMel's Mexican Grill) and constructing 5,560 sf of quality restaurant, 8,700 sf of high-turnover restaurant, and 3,010 sf of bank (without a drive through window). Approximately 1,469 sf of the existing restaurant and 3,700 sf of the new construction is patio area, already included in the total square footage. A total 177 parking spaces, 88 on-site and 89 off-site, will be provided to support the proposed new uses on the site. The off-site parking will be provided at the adjacent parking structure located at 860 Apollo Street. Because the off-site parking is located immediately next to the project site, all project trips will use the same distribution. No validation will be required for patrons to use the parking structure located at 860 Apollo Street. The project location is shown in Figure 1 and the proposed site plan for the project is shown in Figure 2. STUDY SCOPE This study evaluates the potential for project-related traffic impacts on the street system surrounding the site. Traffic impacts for the project were evaluated for the peak hour during typical weekday morning (7:00 to 9:00 AM) and afternoon (4:00 to 6:00 PM) peak periods. The following traffic scenarios were analyzed: Existing Conditions The analysis of existing traffic conditions is intended to provide a basis for the remainder of the study. The existing conditions analysis includes a description of the street system serving the site, current traffic volumes, and an assessment of the operating conditions at these locations. Existing plus Project Conditions This scenario assesses projected traffic volumes under existing conditions with the addition of project-generated traffic. The impacts of the proposed project on existing traffic operating conditions are then identified. Cumulative (2017) without Project Conditions Cumulative traffic conditions without the proposed project are developed for The objective of this analysis is to project future traffic growth and operating conditions that could be expected to result from regional growth and related projects in the vicinity of the project site by

7 N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10%! 2!!!!! % 35% Village Dr 40% Nash St 5% 5% 5% 10% Apollo St 15% 45% 40% 35% Douglas St Aviation Blvd 5% 5% 5% 25%! Study Intersections Project Site Figure 1 Project Location and Study Intersections

8 15'-6" 25'-0" (E) SETBACK EXISTING FIRE DETECTOR CHECK 23'-6 1/2" (E) CURB CUT TO REMAIN 12'-0" 8'-6" 18'-0" 25'-0" 8'-6" TYP. ASPHALT CONCRETE PAVEMENT 2'-6" CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV CLEAN AIR/ VANPOOL/EV CLEAN AIR/ VANPOOL/EV CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ CLEAN AIR/ VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV VANPOOL/EV 4'-0" EXISTING ELECTRICAL VAULT (N) ACCESSIBLE WALK TO BE INSTALLED ADJACENT TO (E) CURB CUT NOTE: 1.25 FOOT-CANDLE MINIMUM LIGHTING IN PARKING AREA. LIGHT STANDARDS HEIGHT NOT TO EXCEED 25 FT. COVERED TRASH ENCLOSURE N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 10'X10' DRIVEWAY VISIBILITY CLEARANCE 14' HIGH SCREEN WALL AT LOADING AREA APOLLO ST EXISTING EDISON VAULT SECTION BB (E)SIDEWALK TO REMAIN 15'X15' CORNER CLEARANCE 5'-0" 25'-0" 30'-0" (E) SETBACK 15'-0" 8'-3" 12'-0" Get new figure without decelaration lane 38'-0" 74'-2" LOADING TRASH & SERVICE 20'-0" 18'-0" 15'-6" 2'-6" RESTAURANT SPACE A BLDG SF 48'-8" 30'-0" PATIO 1500 SF PROPOSED MONUMENT SIGN - 2 SIDED W/ 3 SLOTS 84'-2" 10'-0" 35'-6 1/2" 22'-7" 50'-0" 9'-0" 9'-0" 5'-0" 12'-0" 5'-0" 9'-0" PATIO 1000 SF PRECAST CONCRETE PAVERS 60'-0" 60'-0" COMPACT COMPACT 15'-0" 18'-0" 25'-0" 12'-4" RESTAURANT SPACE B BLDG ,140 SF TYP. COMPACT BIKE PARKING (4 SPACES AT 2'X5') BIKE PARKING SECTION AA (8 SPACES AT 2'X5') ROSECRANS AVE 1'-0" 25'-0" LOADING 53'-0" COMPACT 5'-0" COMPACT 12'-0" PROPOSED MONUMENT SIGN - 2 SIDED W/ 3 SLOTS (E)SIDEWALK TO REMAIN COMPACT COMPACT 60'-0" RESTAURANT SPACE C BLDG ,360 SF 60'-0" SECTION AA COMPACT COMPACT 56'-0" COMPACT 8'-6" TYP. COMPACT 23'-0" PATIO 1200 SF COMPACT COMPACT 9'-0" 5'-0" 9'-0" 21'-0" PROPOSED DEDICATION LINE COMPACT COMPACT 18'-0" 10'-0" 2'-6" CAR OVERHANG TYP BLDG SF 30'-0" COMPACT 74'-0" BANK (E) SETBACK COMPACT COMPACT 8'-6" TYP. COMPACT (E) MONUMENT SIGN - 2 SIDED W/ 3 SLOTS COMPACT 41'-0" 11'-0" 25'-11" CONTINENTAL WAY (PRIVATE STREET) (N) SIDEWAL (E) SIDEWALK REMAIN ROSECRANS AVE Figure 2 Project Site Plan

9 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 Cumulative (2017) plus Project Conditions This scenario assesses projected traffic volumes under cumulative conditions with the addition of project-generated traffic. The impacts of the proposed project on cumulative traffic operating conditions are then identified. After discussion with staff from City of El Segundo, the following six signalized intersections on Rosecrans Avenue were selected for study: 1. Sepulveda Boulevard 2. Village Drive 3. Nash Street 4. Apollo Street 5. Douglas Street 6. Aviation Boulevard Figure 1 shows the location of the project site and the six study intersections. Lane configurations of the study intersections can be seen in Appendix A. ORGANIZATION OF REPORT This report is divided into five chapters, including this introduction. Chapter 2 describes the existing transportation conditions including an inventory of the streets and transit service in the study area, a summary of traffic volumes, and an assessment of operating conditions. The methodologies used to develop traffic forecasts for the scenarios described above and the forecasts themselves are discussed in Chapter 3. Chapter 4 presents an assessment of potential intersection traffic impacts of the proposed project under Existing and Cumulative conditions. Chapter 5 contains the study conclusions. Appendices to this report include details of the technical analysis. 4

10 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May EXISTING CONDITIONS A comprehensive data collection effort was undertaken to develop a detailed description of existing conditions in the study area. The assessment of conditions relevant to this study includes a description of the study area, an inventory of the local street system in the vicinity of the project site, a review of traffic volumes on these facilities, an assessment of the resultant operating conditions, and the current transit service in the study area. These elements are presented in this chapter. STUDY AREA The proposed project is located at 2171 Rosecrans Avenue in El Segundo, California. The study area includes intersections located on Rosecrans Avenue, which forms the boundary between El Segundo and Manhattan Beach. Access to the site is provided by one driveway on Apollo Street and two driveways on Continental Way. All driveways to the site will be stop-controlled for vehicles exiting the site. Stop signs will be installed at all driveways. The study area for this analysis extends along Rosecrans Avenue from Sepulveda Boulevard on the west to Aviation Boulevard on the east. EXISTING STREET SYSTEM Primary regional access to the site is provided by Rosecrans Avenue, Sepulveda Boulevard and Aviation Boulevard. The following is a brief description of the streets that serve the site: NORTH/SOUTH ROADWAYS Sepulveda Boulevard Sepulveda Boulevard, designated as State Route 1 in the study area, runs north/south and is classified as a Major Arterial in the City of El Segundo General Plan and as a Regional Arterial in the City of Manhattan Beach General Plan. The street has between six and eight travel lanes and a raised median with left-turn lanes at signalized intersections. Street parking is prohibited on both sides of the street. The posted speed limit is 45 mph. Aviation Boulevard Aviation Boulevard runs north/south and is classified as a Major Arterial in the City of El Segundo General Plan and the City of Manhattan Beach General Plan. The street has between five and seven travel lanes with left-turn lanes at signalized intersections. Street parking is prohibited on both sides of the street. The posted speed limit is 40 mph. 5

11 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 Douglas Street Douglas Street runs north/south and is classified as a Secondary Arterial in the City of El Segundo General Plan. The street has four travel lanes with left-turn lanes at signalized intersections. Street parking is prohibited on both sides of the street. The posted speed limit is 25 mph. Continental Way Continental Way runs north/south and is classified as a Local Street in the City of El Segundo General Plan. The street has two travel lanes. Street parking is prohibited on both sides of the street. Apollo Street Apollo Street runs north/south and is classified as a Local Street in the City of El Segundo General Plan. The street has four travel lanes. Street parking is prohibited on both sides of the street. Nash Street Nash Street runs north/south and is classified as a Secondary Arterial in the City of El Segundo General Plan. The street has four travel lanes. Street parking is prohibited on both sides of the street. The posted speed limit is 25 mph. EAST/WEST ROADWAYS Rosecrans Avenue Rosecrans Avenue runs east/west and is classified as a Major Arterial in the City of El Segundo General Plan and the City of Manhattan Beach General Plan. The street has between six and eight travel lanes with left-turn lanes at signalized intersections. Street parking is prohibited on both sides of the street. The posted speed limit is 45 mph. Park Place Park Place runs east/west and is classified as a Local Street in the City of El Segundo General Plan with two travel lanes. Street parking is prohibited on both sides of the street. EXISTING TRANSIT SERVICE One light rail line and four bus lines currently serve the study area. These transit lines are operated by Los Angeles County Metropolitan Transportation Authority (Metro), Torrance Transit, and Beach Cities Transit. Transit lines are described below and illustrated in Figure 3. Metro Green Line The Green Line is light rail line that runs Manhattan Beach to Norwalk with 8- minute headways during AM and PM peak hours. Project site access is provided via the Douglas Station, which is approximately ½ mile away from the project site. Metro Line 125 Line 125 is an east/west line that runs from El Segundo to Norwalk with 30- minute headways during AM and PM peak hours. The line travels on Rosecrans Avenue, Douglas Street, Park Place, Apollo Street and Sepulveda Boulevard in the study area with stops every few blocks. Project site access is provided via a stop Rosecrans Avenue & Apollo Street. 6

12 N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10%! 2!!!!! % 35% Village Dr 40% Nash St 5% 5% Apollo St Douglas St! M 5% 10% 10% 5% 45% 40% 35% Aviation Blvd 5% 5% 5% 25%! Study Intersections Project Site! M Douglas Station Metro 232 Beach Cities 109 Metro 125 Torrance 8 Metro Green Line Figure 3 Exisitng Transit Lines

13 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 Metro Line 232 Line 232 is a north/south line that runs from El Segundo to Long Beach with 20- minute headways during AM and PM peak hours. The line travels on Aviation Boulevard in the study area with stops every few blocks. Project site access is provided via a stop at Boulevard & Rosecrans Avenue. Torrance 8 Line 8 is a north/south line that runs from the LAX Transit Center to Long Beach with 20-minute headways during AM and PM peak hours. The line travels on Sepulveda Boulevard in the study area with stops every few blocks. Project site access is provided via a stop at Rosecrans Avenue & Sepulveda Boulevard. Beach Cities 109 Line 109 is a north/south line that runs from the Torrance to the LAX Transit Center Mall with 30-minute headways during AM and PM peak hours. The line travels on Rosecrans Avenue, Douglas Street, Park Place, Apollo Street and Sepulveda Boulevard in the study area with stops every few blocks. Project site access is provided via a stop at Rosecrans Avenue & Apollo Street. EXISTING BICYCLE AND PEDESTRIAN FACILITIES Currently, no dedicated bicycle infrastructure exists in the study area. All of the streets immediately bordering the project site and nearly all of the other streets in the vicinity include sidewalks, facilitating pedestrian movement. Marked crosswalks are present at most intersections in the study area. Pedestrian walk phases are either automatically provided at the intersections or are actuated by pedestrian pushbuttons. EXISTING TRAFFIC VOLUMES AND LEVELS OF SERVICE This section presents the existing peak hour turning movement traffic volumes for each of the intersections analyzed in the study, describes the methodology used to assess the traffic conditions at each intersection, and analyzes the resulting operating conditions at each, indicating volume/capacity ratios and levels of service. Traffic counts are provided in Appendix B. EXISTING TRAFFIC VOLUMES Weekday morning and evening peak hour traffic counts were conducted at the six analyzed intersections in April Existing peak hour weekday traffic volumes are illustrated in Figure 4. 8

14 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av 99 (392) 944 (2,171) 257 (436) 283 (211) 618 (452) 141 (184) Sepulveda Bl aaccf 463 (455) 309 (483) 252 (405) aaccccf 303 (285) 2,565 (1,111) 419 (262) Rosecrans Av 20 (58) 7 (14) 17 (44) acf 35 (75) 1,114 (1,087) 112 (142) Village Dr aacce acccf 41 (101) 1,081 (1,395) 150 (263) bf 47 (129) 7 (18) 80 (184) Rosecrans Av 33 (236) 20 (54) 9 (63) aacf 142 (42) 1,048 (1,271) 60 (44) Nash St aacce 92 (63) 1,145 (1,422) 86 (43) ae 43 (55) 26 (23) 53 (106) Rosecrans Av 21 (93) 22 (68) 19 (308) aacf 96 (47) 976 (1,323) 40 (72) Apollo St aacce 410 (65) 1,285 (1,355) 102 (159) aacf 29 (86) 43 (43) 49 (140) Rosecrans Av 66 (263) 53 (413) 119 (207) aacf 172 (95) 718 (1,666) 73 (111) Douglas St 667 (140) 1,950 (1,403) 68 (34) acf 42 (77) 94 (63) 8 (73) Rosecrans Av 201 (321) 629 (1,439) 79 (272) aaccccf 94 (312) 549 (1,675) 105 (310) Aiviation Bl aaccccf aaccccf 467 (105) 2,148 (952) 533 (352) 486 (277) 1,395 (719) 548 (532) Figure 4 Existing Peak Hour Traffic Volumes

15 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 LEVEL OF SERVICE METHODOLOGY Level of service (LOS) is a qualitative measure used to describe the condition of traffic flow on the street system, ranging from excellent conditions at LOS A to overloaded conditions at LOS F. LOS D is typically recognized as the minimum desirable level of service in urban areas. Levels of service definitions are provided in Table 1. Per the requirements of the City of El Segundo, Intersection Capacity Utilization (ICU) methodology was used to determine each intersection s volume-to-capacity (V/C) ratio and corresponding LOS for the six study intersections. The ICU method of intersection capacity analysis determines the intersection V/C ratio and corresponding LOS for the turning movements and intersection characteristics at signalized intersections. Capacity represents the maximum volume of vehicles in the critical lanes that have a reasonable expectation of passing through an intersection in one hour under prevailing roadway and traffic conditions. The ICU ratios used in this study were calculated by dividing critical traffic movement volumes at an intersection by the capacity per number of lanes for the movement. EXISTING LEVELS OF SERVICE The existing traffic volumes were analyzed using the methodology described above to determine the current operating conditions at the six analyzed intersections. Table 2 summarizes the existing 2016 LOS analysis results. As shown in the table, only Sepulveda Boulevard & Rosecrans Avenue during the evening peak hour is operating at poor levels of service, i.e., LOS E or F. Detailed LOS calculation worksheets are presented in Appendix C. 10

16 TABLE 1 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS Level of Service Intersection Capacity Utilization Definition A B EXCELLENT. No Vehicle waits longer than one red light and no approach phase is fully used. VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat C D E F > restricted within groups of vehicles. GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of developing lines, preventing excessive backups. POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. FAILURE. Backups from nearby locations or on cross streets may restrict or prevent movement of vehicles out of the intersection approaches. Tremendous delays with continuously increasing queue lengths. Source: Transportation Research Circular No. 212, Interim Materials on Highway Capacity, Transportation Research Board, 1980.

17 TABLE 2 EXISTING INTERSECTION LEVEL OF SERVICE ANALYSIS ID N/S Street Name E/W Street Name Analyzed Existing Period V/C or Delay LOS 1 Sepulveda Bl Rosecrans Av AM D 1 PM E 2 Village Dr Rosecrans Av AM A 2 PM B 3 Nash St Rosecrans Av AM A 3 PM A 4 Apollo St Rosecrans Av AM A 4 PM A 5 Douglas St Rosecrans Av AM B 5 PM C 6 Aviation Bl Rosecrans Av AM C 6 PM D

18 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May TRAFFIC PROJECTIONS PROJECT TRAFFIC The development of trip generation estimates for the proposed project is a 3-step process: trip generation, trip distribution, and traffic assignment. PROJECT TRAFFIC GENERATION As indicated in Chapter 1, proposed project would involve the net new construction of: Addition of 3,010 sf of walk-in bank Addition of 8,700 sf of high-turnover restaurant Net demolition of 4,276 sf of quality restaurant (9,836 sf to be demolished and 5,560 sf of addition) Vehicle trip generation for the project was estimated using standard rates developed in Trip Generation, 9 th Edition (Institute of Transportation Engineers [ITE], 2012). Credits for transit, biking and walking were included in the trip generation due to the site s close proximity to several office buildings and retail complexes. Pass-by trip credits were taken in accordance with data from ITE. Credits for the existing land use, CozyMel's Mexican Grill, were also factored into the trip generation. Table 3 estimates the trip generation for the project. The project is estimated to generate a net of 744 daily trips, including 86 trips (47 inbound/39 outbound) during the AM peak hour and 58 trips (29 inbound/29 outbound) during the PM peak hour. 13

19 TABLE 3 PROJECT TRIP GENERATION ESTIMATES Land Use ITE Land Use Code Size Trip Generation Rates [a] Estimated Trip Generation Daily AM Peak Hour PM Peak Hour Daily AM Peak Hour PM Peak Hour Rate Rate % In % Out Rate % In % Out Trips Total % In % Out Total % In % Out Existing Quality Restaurant (To be demolished) ksf % 20% % 33% Alternative Mode Credit (5%)[d] Pass-By Credit (15%) Subtotal Existing Trip Credit Walk-in Bank 911 [b] ksf % 43% % 56% Alternative Mode Credit (15%)[d] Pass-By Credit (20%) Subtotal Proposed Quality Restaurant [c] ksf % 20% % 33% Alternative Mode Credit (5%)[d] Pass-By Credit (15%) Subtotal High-Turnover Restaurant [c] ksf % 45% % 40% 1, Alternative Mode Credit (15%)[d] Pass-By Credit (20%) Subtotal Gross New Project Trips ksf 1, Net New Trips a. Source: Institute of Transportation Engineers (ITE), Trip Generation, 9th Edition, b. ITE does not provide daily or AM peak hour rates for Walk-in banks. Rates taken from Drive-in bank land use (ITE 912). c. 1,500 sf of the proposed 3,700 sf of patio area was allocated to Quality restaurant and 2,200 sf to high-turnover (sit-down) restaurant. d. Alternative mode credit includes employees and visitors using transit buses, bikes or walking to the site from nearby uses.

20 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 The geographic distribution of the traffic generated by the proposed project depends on several factors. These factors include the type and density of the proposed land uses, the geographic distribution from which patrons and staff are drawn, and the location of the project in relation to the surrounding street system. The general distribution pattern used in this traffic study was developed in consultation with City of El Segundo staff and is illustrated in Figure 5. PROJECT TRAFFIC ASSIGNMENT The traffic expected to be generated by the proposed project was assigned to the street network using the distribution pattern described in Figure 5. Figure 6 illustrates the assignment of project traffic at the six study intersections and the project driveway. EXISTING BASELINE PLUS PROJECT TRAFFIC PROJECTIONS The estimated project traffic was added to the Existing traffic volumes to estimate Existing plus Project traffic volumes. Existing plus Project traffic volumes are presented in Figure 7. CUMULATIVE BASE TRAFFIC GENERATION In order to evaluate the potential impact of the proposed project in the future on the surrounding street system, it was necessary to develop estimates of cumulative traffic conditions both with and without the project. Cumulative traffic volumes without the project were first estimated based on an expected 2017 project completion. The trips generated by the proposed project were then estimated and separately assigned to the surrounding street system. The cumulative traffic projections reflect growth in traffic from two primary sources: background or ambient growth in the existing traffic volumes to reflect the effects of overall regional growth both in and outside of the study area, and traffic generated by specific projects in, or in the vicinity of, the study area. Due to the short construction time of this project, and after consultation with City of El Segundo staff, an areawide traffic growth of 2.00% per year was agreed upon for the study area. The 2.00% growth factor was used in place of gathering cumulative development projects, and incorporates expected regional growth and anticipated local growth from new projects. Cumulative volumes, created using the methodology described above, are illustrated in Figure 8. 15

21 N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10% Nash St! 2!!!!! % 35% Village Dr 40% 5% 5% 5% 10% Apollo St 10% 5% 45% 40% 35% Douglas St Aviation Blvd 5% 5% 5% 25%! Study Intersections Project Site 35% Project Distribution Figure 5 Project Distribution

22 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av[1] 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av 5 (3) 8 (5) Sepulveda Bl aaccf 4 (3) 6 (4) 4 (3) aaccccf 5 (3) Rosecrans Av acf 18 (11) Village Dr aacce acccf 14 (10) 2 (1) bf 2 (1) Rosecrans Av aacf 20 (12) Nash St aacce 16 (11) 2 (1) ae 2 (1) Rosecrans Av 23 (16) 20 (15) aacf 28 (17) Apollo St aacce aacf Rosecrans Av aacf 14 (10) 2 (2) Douglas St 16 (10) acf 2 (1) Rosecrans Av 2 (1) aaccccf 2 (1) 10 (8) 2 (1) Aiviation Bl aaccccf aaccccf 12 (8) 2 (1) Figure 6 Peak Hour Project Only Volumes

23 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av 99 (392) 944 (2,171) 262 (439) 283 (211) 626 (457) 141 (184) Sepulveda Bl aaccf 467 (458) 315 (487) 256 (408) aaccccf 303 (285) 2,565 (1,111) 424 (265) Rosecrans Av 20 (58) 7 (14) 17 (44) acf 35 (75) 1,132 (1,098) 112 (142) Village Dr aacce acccf 41 (101) 1,095 (1,405) 152 (264) bf 47 (129) 7 (18) 82 (185) Rosecrans Av 33 (236) 20 (54) 9 (63) aacf 142 (42) 1,068 (1,283) 60 (44) Nash St aacce 92 (63) 1,161 (1,433) 88 (44) ae 43 (55) 26 (23) 55 (107) Rosecrans Av 44 (109) 22 (68) 39 (323) aacf 124 (64) 976 (1,323) 40 (72) Apollo St aacce 410 (65) 1,285 (1,355) 102 (159) aacf 29 (86) 43 (43) 49 (140) Rosecrans Av 66 (263) 53 (413) 119 (207) aacf 172 (95) 732 (1,676) 75 (113) Douglas St 667 (140) 1,966 (1,413) 68 (34) acf 44 (78) 94 (63) 8 (73) Rosecrans Av 203 (322) 629 (1,439) 79 (272) aaccccf 96 (313) 559 (1,683) 107 (311) Aiviation Bl aaccccf aaccccf 467 (105) 2,160 (960) 533 (352) 488 (278) 1,395 (719) 548 (532) Figure 7 Existing Plus Project Peak Hour Traffic Volumes

24 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av 101 (400) 963 (2,214) 262 (445) 289 (215) 630 (461) 144 (188) Sepulveda Bl aaccf 472 (464) 315 (493) 257 (413) aaccccf 309 (291) 2,616 (1,133) 427 (267) Rosecrans Av 20 (59) 7 (14) 17 (45) acf 36 (77) 1,136 (1,109) 114 (145) Village Dr aacce acccf 42 (103) 1,103 (1,423) 153 (268) bf 48 (132) 7 (18) 82 (188) Rosecrans Av 34 (241) 20 (55) 9 (64) aacf 145 (43) 1,069 (1,296) 61 (45) Nash St aacce 94 (64) 1,168 (1,450) 88 (44) ae 44 (56) 27 (23) 54 (108) Rosecrans Av 21 (95) 22 (69) 19 (314) aacf 98 (48) 996 (1,349) 41 (73) Apollo St aacce 418 (66) 1,311 (1,382) 104 (162) aacf 30 (88) 44 (44) 50 (143) Rosecrans Av 67 (268) 54 (421) 121 (211) aacf 175 (97) 732 (1,699) 74 (113) Douglas St 680 (143) 1,989 (1,431) 69 (35) acf 43 (79) 96 (64) 8 (74) Rosecrans Av 205 (327) 642 (1,468) 81 (277) aaccccf 96 (318) 560 (1,709) 107 (316) Aiviation Bl aaccccf aaccccf 476 (107) 2,191 (971) 544 (359) 496 (283) 1,423 (733) 559 (543) Figure 8 Cumulative Peak Hour Traffic Volumes

25 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 CUMULATIVE PLUS PROJECT TRAFFIC PROJECTIONS Cumulative project volumes were then added to the project-generated volumes to create the Cumulative plus Project volumes, illustrated in Figure 9. 20

26 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av 101 (400) 963 (2,214) 267 (448) 289 (215) 638 (466) 144 (188) Sepulveda Bl aaccf 476 (467) 321 (497) 261 (416) aaccccf 309 (291) 2,616 (1,133) 432 (270) Rosecrans Av 20 (59) 7 (14) 17 (45) acf 36 (77) 1,154 (1,120) 114 (145) Village Dr aacce acccf 42 (103) 1,117 (1,433) 155 (269) bf 48 (132) 7 (18) 84 (189) Rosecrans Av 34 (241) 20 (55) 9 (64) aacf 145 (43) 1,089 (1,308) 61 (45) Nash St aacce 94 (64) 1,184 (1,461) 90 (45) ae 44 (56) 27 (23) 56 (109) Rosecrans Av 44 (111) 22 (69) 39 (329) aacf 126 (65) 996 (1,349) 41 (73) Apollo St aacce 418 (66) 1,311 (1,382) 104 (162) aacf 30 (88) 44 (44) 50 (143) Rosecrans Av 67 (268) 54 (421) 121 (211) aacf 175 (97) 746 (1,709) 76 (115) Douglas St 680 (143) 2,005 (1,441) 69 (35) acf 45 (80) 96 (64) 8 (74) Rosecrans Av 207 (328) 642 (1,468) 81 (277) aaccccf 98 (319) 570 (1,717) 109 (317) Aiviation Bl aaccccf aaccccf 476 (107) 2,203 (979) 544 (359) 498 (284) 1,423 (733) 559 (543) Figure 9 Cumulative Plus Project Peak Hour Traffic Volumes

27 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May TRAFFIC IMPACT ANALYSIS This section presents an analysis of the information in the previous chapter to determine the potential traffic impacts of the proposed project on the operating conditions of the surrounding street system. The traffic impact analysis compares the projected LOS at each study intersection under Cumulative plus Project conditions to the Cumulative conditions to estimate the incremental increase in the V/C ratio caused by the proposed project. This provides the information needed to assess the potential impact of the project using significance criteria established by local jurisdictions. SIGNIFICANT TRAFFIC IMPACT CRITERIA According to the City of El Segundo s criteria, a project impact would be considered significant and require mitigation if one of the following conditions is met at a signalized intersection: Project-generated trips cause a change in LOS from an acceptable operation (LOS A, B, C, or D) to deficient operation (LOS E or F); or Project-generated trips cause an ICU increase of 0.02 or more when the With Project intersection LOS is at LOS E or F. In addition, per direction from El Segundo City staff, all intersections were analyzed using the significant impact criteria from the City of Manhattan Beach, which has established the following thresholds of significance: A significant impact occurs at a study intersection when the addition of project-generated trips causes an ICU increase of 0.02 while operating at LOS D; or A significant impact occurs at a study intersection when the addition of project-generated trips causes an ICU increase of 0.01 while operating at LOS E or F. EXISTING PLUS PROJECT IMPACT ANALYSIS The Existing plus Project volumes as estimated in the previous chapter were analyzed to determine potential operating conditions and traffic impacts with the addition of project-generated traffic. Table 4 shows the results of the analysis. After applying the aforementioned significant impact criteria, it was determined that the proposed project would not result in significant impacts at any of the six study intersections. Detailed level of service worksheets are provided in Appendix B. 22

28 TABLE 4 EXISTING CONDITIONS INTERSECTION LEVEL OF SERVICE AND SIGNIFICANT IMPACT ANALYSIS ID N/S Street Name E/W Street Name Analyzed Existing Existing+Project Project Increase El Segundo Manhattan Beach Period V/C or Delay LOS V/C or Delay LOS In V/C Significant Impact? [a] Significant Impact? [b] 1 Sepulveda Bl Rosecrans Av AM D D NO NO 1 PM E E NO NO 2 Village Dr Rosecrans Av AM A A NO NO 2 PM B B NO NO 3 Nash St Rosecrans Av AM A A NO NO 3 PM A A NO NO 4 Apollo St Rosecrans Av AM A A NO NO 4 PM A A NO NO 5 Douglas St Rosecrans Av AM B B NO NO 5 PM C C NO NO 6 Aviation Bl Rosecrans Av AM C C NO NO 6 PM D D NO NO a. City of El Segundo s criteria states that a significant impact occurs if project-generated trips cause a change in LOS from LOS A, B, C, or D to LOS E or F or if project-generated trips cause an ICU increase of 0.02 or more when the With Project intersection LOS is at LOS E or F. b. City of Manhattan Beach's criteria states that a significant impact occurs if the addition of project-generated trips causes an ICU increase of 0.02 while operating at LOS D or if the addition of project-generated trips causes an ICU increase of 0.01 while operating at LOS E or F.

29 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 CUMULATIVE PLUS PROJECT IMPACT ANALYSIS The Cumulative plus Project volumes as estimated in the previous chapter were analyzed to determine potential operating conditions and traffic impacts with the addition of project-generated traffic. Table 5 shows the results of the analysis. After applying the aforementioned significant impact criteria, it was determined that the proposed project would not result in significant impacts at any of the six study intersections. MITIGATION MEASURES The traffic impact analysis determined that the proposed development would not generate significant traffic impacts at any of the six analyzed intersections under Cumulative plus Project conditions. Therefore, no mitigations are required. 24

30 TABLE 5 CUMULATIVE CONDITIONS INTERSECTION LEVEL OF SERVICE AND SIGNIFICANT IMPACT ANALYSIS ID N/S Street Name E/W Street Name Analyzed Cumulative Cumulative+Project Project Increase El Segundo Manhattan Beach Period V/C or Delay LOS V/C or Delay LOS In V/C Significant Impact? [a] Significant Impact? [b] 1 Sepulveda Bl Rosecrans Av AM D D NO NO 1 PM E E NO NO 2 Village Dr Rosecrans Av AM A A NO NO 2 PM B B NO NO 3 Nash St Rosecrans Av AM A A NO NO 3 PM A A NO NO 4 Apollo St Rosecrans Av AM A A NO NO 4 PM A B NO NO 5 Douglas St Rosecrans Av AM B B NO NO 5 PM C C NO NO 6 Aviation Bl Rosecrans Av AM D D NO NO 6 PM D D NO NO a. City of El Segundo s criteria states that a significant impact occurs if project-generated trips cause a change in LOS from LOS A, B, C, or D to LOS E or F or if project-generated trips cause an ICU increase of 0.02 or more when the With Project intersection LOS is at LOS E or F. b. City of Manhattan Beach's criteria states that a significant impact occurs if the addition of project-generated trips causes an ICU increase of 0.02 while operating at LOS D or if the addition of project-generated trips causes an ICU increase of 0.01 while operating at LOS E or F.

31 Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May CONCLUSIONS This study was undertaken to analyze the potential traffic impacts of the proposed restaurant and bank development on the local street system. The following summarizes the results of this analysis: The proposed project would involve the demolition of 9,836 sf of existing quality restaurant and replace it with the construction of 5,560 sf of quality restaurant, 8,700 sf of high-turnover restaurant and 3,010 sf of bank. Approximately 1,469 sf of the existing restaurant and 3,700 sf of the new construction is patio area. The project will be 17,270 sf, and the net new development is 7,434 sf. The project is estimated to generate a net of 744 daily trips, including 86 trips (47 inbound/39 outbound) during the AM peak hour and 58 trips (29 inbound/29 outbound) in the PM peak hour. The project is served by numerous bus routes and is less than ½ mile from a light rail station. The LOS analysis for the Existing plus Project scenario (using the cities of El Segundo and Manhattan Beach significance criteria) determined that the proposed project would not significantly impact traffic at any of the six study intersections. The LOS analysis for the Cumulative plus Project scenario (using the cities of El Segundo and Manhattan Beach significance criteria) determined that the proposed project would not significantly impact traffic at any of the six study intersections. 26

32 APPENDIX A: INTERSECTION LANE CONFIGURATIONS

33 aaccf acccf aacce aaccccf Sepulveda Bl Village Dr Nash St Apollo St Douglas St Aiviation Bl 1. Sepulveda Bl/Rosecrans Av 2. Village Dr/Rosecrans Av 3. Nash St/Rosecrans Av 4. Apollo St/Rosecrans Av 5. Douglas St/Rosecrans Av 6. Aiviation Bl/Rosecrans Av Rosecrans Av aaccccf Rosecrans Av acf aacce bf Rosecrans Av aacf aacce ae Rosecrans Av aacf aacf Rosecrans Av aacf acf Rosecrans Av aaccccf aaccccf Lane Configurations

34 APPENDIX B: INTERSECTION TRAFFIC COUNTS

35 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Sepulveda Blvd Sepulveda Blvd Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 10.18% 78.91% 10.91% 17.60% 74.59% 7.81% 27.13% 56.51% 16.36% 23.03% 32.79% 44.18% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 800 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

36 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Sepulveda Blvd Sepulveda Blvd Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 15.41% 68.73% 15.86% 14.32% 73.83% 11.85% 24.90% 53.04% 22.06% 30.23% 34.63% 35.13% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 445 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

37 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Nash St Nash St Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 35.98% 15.42% 48.60% 19.42% 25.24% 55.34% 9.50% 85.26% 5.24% 5.56% 88.73% 5.71% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 800 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

38 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Nash St Nash St Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 30.99% 11.99% 57.02% 22.15% 14.82% 63.03% 3.21% 93.62% 3.17% 3.78% 92.55% 3.68% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

39 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Apollo St Apollo St Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 23.11% 29.72% 47.17% 38.71% 30.11% 31.18% 7.36% 89.22% 3.42% 5.13% 74.38% 20.49% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 800 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

40 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Apollo St Apollo St Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 32.22% 15.74% 52.04% 64.68% 14.00% 21.31% 2.62% 92.38% 5.00% 8.57% 87.82% 3.61% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

41 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Douglas St Douglas St Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 26.09% 65.70% 8.21% 47.30% 22.79% 29.90% 19.10% 74.56% 6.35% 2.35% 72.28% 25.37% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 800 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

42 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Douglas St Douglas St Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 34.78% 31.97% 33.25% 27.23% 43.75% 29.02% 4.92% 88.84% 6.23% 2.30% 88.40% 9.30% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

43 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Aviation Blvd Aviation Blvd Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 20.45% 57.93% 21.62% 9.14% 66.19% 24.67% 11.96% 74.41% 13.63% 17.69% 68.23% 14.08% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 730 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

44 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Aviation Blvd Aviation Blvd Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 16.76% 47.72% 35.52% 13.56% 71.89% 14.55% 13.03% 73.45% 13.52% 23.42% 69.18% 7.40% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

45 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: Day: Thursday City: El Segundo AM Date: 4/14/2016 NS/EW Streets: Village Dr Village Dr Rosecrans Ave Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 AM :15 AM :30 AM :45 AM :00 AM :15 AM :30 AM :45 AM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 33.19% 3.88% 62.93% 38.24% 14.71% 47.06% 2.16% 89.40% 8.43% 10.83% 85.60% 3.57% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 745 AM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

46 Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: City: El Segundo PM NS/EW Streets: Village Dr Village Dr Rosecrans Ave NORTHBOUND SOUTHBOUND EASTBOUND Day: Thursday Date: 4/14/2016 Rosecrans Ave WESTBOUND UTURNS NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES: :00 PM :15 PM :30 PM :45 PM :00 PM :15 PM :30 PM :45 PM NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : APPROACH %'s : 37.76% 4.70% 57.54% 41.80% 12.30% 45.90% 5.17% 84.19% 10.64% 14.77% 79.94% 5.28% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL PEAK HR VOL : PEAK HR FACTOR : CONTROL : Signalized

47 APPENDIX C: LOS ANALYSIS

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