Traffic Impact Analysis for 2171 Rosecrans Avenue

Traffic Impact Analysis for 2171 Rosecrans Avenue Prepared for: Continental Development Corporation Revised May 2016 LA16-2831

Prepared by: Fehr & Peers 600 Wilshire Blvd, Suite 1050 Los Angeles, CA 90017 (213) 261-3050 www.fehrandpeers.com

Table of Contents 1. INTRODUCTION... 1 Project Description... 1 Study Scope... 1 Organization Of Report... 4 2. 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... 12 3. TRAFFIC PROJECTIONS...13 Project Traffic... 13 Project Traffic Generation... 13 Project Traffic Assignment... 15 Existing Baseline plus Project Traffic Projections... 15 Cumulative Base Traffic Generation... 15 Cumulative plus Project Traffic Projections... 20 4. TRAFFIC IMPACT ANALYSIS...22 Significant Traffic Impact Criteria... 22 Existing plus Project Impact Analysis... 22 Cumulative plus Project Impact Analysis... 24

Mitigation Measures... 24 5. CONCLUSIONS...26 Appendices Appendix A: Intersection Lane Configurations Appendix B: Intersection Traffic Counts Appendix C: LOS Analysis

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... 16 Figure 6. Project Only Peak Hour Traffic Volumes... 17 Figure 7. Existing plus Project Peak Hour Traffic Volumes... 18 Figure 8. Cumulative Peak Hour Traffic Volumes... 19 Figure 9. Cumulative plus Project Peak Hour Traffic Volumes... 21 List of Tables Table 1. Level of Service Definitions for Signalized Intersections... 10 Table 2. Existing Conditions Intersection Level of Service Analysis... 12 Table 3. Project Trip Generation Estimates... 14 Table 4. Existing Conditions Intersection Level of Service and Significant Impact Analysis... 23 Table 5. Cumulative Conditions Intersection Level of Service and Significant Impact Analysis... 25

Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 1. 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 2017. 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 2017. 1

N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10%! 2!!!!! 1 3 4 5 6 10% 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

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 2171 4060 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 2181 3,140 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 2181 3,360 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 2191 3010 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

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

Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 2. 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

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

N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10%! 2!!!!! 1 3 4 5 6 10% 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

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 2016. Existing peak hour weekday traffic volumes are illustrated in Figure 4. 8

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

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

TABLE 1 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS Level of Service Intersection Capacity Utilization Definition A B 0.000-0.600 0.601-0.700 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 0.701-0.800 0.801-0.900 0.901-1.000 > 1.000 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.

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 0.828 D 1 PM 0.915 E 2 Village Dr Rosecrans Av AM 0.494 A 2 PM 0.640 B 3 Nash St Rosecrans Av AM 0.447 A 3 PM 0.518 A 4 Apollo St Rosecrans Av AM 0.525 A 4 PM 0.585 A 5 Douglas St Rosecrans Av AM 0.678 B 5 PM 0.766 C 6 Aviation Bl Rosecrans Av AM 0.795 C 6 PM 0.833 D

Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 3. 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

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) 931 9.836 ksf 89.95 0.81 80% 20% 7.49 67% 33% 885 8 6 2 74 50 24 Alternative Mode Credit (5%)[d] -44 0 0 0-4 -3-1 Pass-By Credit (15%) -126-1 -1 0-11 -7-4 Subtotal 715 7 5 2 59 40 19 Existing Trip Credit 715 7 5 2 59 40 19 Walk-in Bank 911 [b] 3.010 ksf 148.15 12.08 57% 43% 12.13 44% 56% 446 36 21 15 37 16 21 Alternative Mode Credit (15%)[d] -67-5 -3-2 -6-2 -4 Pass-By Credit (20%) -76-6 -4-2 -6-3 -3 Subtotal 303 25 14 11 25 11 14 Proposed Quality Restaurant [c] 931 5.560 ksf 89.95 0.81 80% 20% 7.49 67% 33% 500 5 4 1 42 28 14 Alternative Mode Credit (5%)[d] -25 0 0 0-2 -1-1 Pass-By Credit (15%) -71-1 -1 0-6 -4-2 Subtotal 404 4 3 1 34 23 11 High-Turnover Restaurant [c] 932 8.700 ksf 127.15 10.81 55% 45% 9.85 60% 40% 1,106 94 52 42 86 52 34 Alternative Mode Credit (15%)[d] -166-14 -8-6 -13-8 -5 Pass-By Credit (20%) -188-16 -9-7 -15-9 -6 Subtotal 752 64 35 29 58 35 23 Gross New Project Trips 7.434 ksf 1,459 93 52 41 117 69 48 Net New Trips 744 86 47 39 58 29 29 a. Source: Institute of Transportation Engineers (ITE), Trip Generation, 9th Edition, 2012. 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.

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

N:\Jobs\Active\2800s\2831_2171 Rosecrans TS\Graphics\GIS\MXD\Base.mxd 15% Rosecrans Ave Sepulveda Blvd 10% Nash St! 2!!!!! 1 3 4 5 6 10% 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

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

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

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

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

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

Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 4. 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

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 0.828 D 0.833 D 0.005 NO NO 1 PM 0.915 E 0.917 E 0.002 NO NO 2 Village Dr Rosecrans Av AM 0.494 A 0.499 A 0.005 NO NO 2 PM 0.640 B 0.643 B 0.003 NO NO 3 Nash St Rosecrans Av AM 0.447 A 0.452 A 0.005 NO NO 3 PM 0.518 A 0.521 A 0.003 NO NO 4 Apollo St Rosecrans Av AM 0.525 A 0.543 A 0.018 NO NO 4 PM 0.585 A 0.591 A 0.006 NO NO 5 Douglas St Rosecrans Av AM 0.678 B 0.682 B 0.004 NO NO 5 PM 0.766 C 0.769 C 0.003 NO NO 6 Aviation Bl Rosecrans Av AM 0.795 C 0.798 C 0.003 NO NO 6 PM 0.833 D 0.835 D 0.002 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.

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

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 0.842 D 0.848 D 0.006 NO NO 1 PM 0.932 E 0.935 E 0.003 NO NO 2 Village Dr Rosecrans Av AM 0.501 A 0.506 A 0.005 NO NO 2 PM 0.651 B 0.654 B 0.003 NO NO 3 Nash St Rosecrans Av AM 0.455 A 0.460 A 0.005 NO NO 3 PM 0.526 A 0.529 A 0.003 NO NO 4 Apollo St Rosecrans Av AM 0.533 A 0.552 A 0.019 NO NO 4 PM 0.595 A 0.601 B 0.006 NO NO 5 Douglas St Rosecrans Av AM 0.689 B 0.693 B 0.004 NO NO 5 PM 0.780 C 0.783 C 0.003 NO NO 6 Aviation Bl Rosecrans Av AM 0.808 D 0.810 D 0.002 NO NO 6 PM 0.847 D 0.848 D 0.001 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.

Traffic Impact Analysis for 2171 Rosecrans Avenue Revised May 2016 5. 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

APPENDIX A: INTERSECTION LANE CONFIGURATIONS

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

APPENDIX B: INTERSECTION TRAFFIC COUNTS

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-001 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: 2 4 1 2 3 1 2 3 1 2 2 1 7:00 AM 57 634 36 27 137 18 37 88 15 56 71 103 1279 1 0 7:15 AM 111 611 75 40 189 22 48 75 30 45 87 106 1439 4 1 7:30 AM 70 602 71 38 209 23 68 116 48 73 102 124 1544 4 0 7:45 AM 100 557 86 46 250 19 60 136 65 55 116 127 1617 4 0 8:00 AM 81 637 92 49 215 29 84 140 26 75 88 127 1643 6 0 8:15 AM 91 656 102 76 245 27 67 146 46 55 86 125 1722 7 1 8:30 AM 55 650 107 50 226 17 70 160 28 66 70 98 1597 3 0 8:45 AM 76 622 118 82 258 26 62 172 41 56 65 113 1691 6 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 641 4969 687 408 1729 181 496 1033 299 481 685 923 12532 35 2 0 0 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 : 303 2565 419 257 944 99 283 618 141 252 309 463 6653 PEAK HR FACTOR : 0.968 0.888 0.947 0.883 0.966 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-001 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: 2 4 1 2 3 1 2 3 1 2 2 1 4:00 PM 45 241 65 105 544 50 72 134 63 112 100 102 1633 5 0 4:15 PM 66 344 83 93 630 80 45 99 48 82 88 122 1780 16 0 4:30 PM 67 264 56 123 507 64 65 142 52 108 112 115 1675 9 1 4:45 PM 71 322 46 109 633 68 58 103 42 88 95 85 1720 3 0 5:00 PM 69 235 56 127 506 86 59 118 50 114 120 109 1649 11 0 5:15 PM 65 270 93 90 566 127 37 116 43 93 112 111 1723 9 0 5:30 PM 80 284 67 110 466 111 57 115 49 110 156 150 1755 7 0 5:45 PM 51 332 63 96 546 120 37 89 34 83 122 124 1697 6 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 514 2292 529 853 4398 706 430 916 381 790 905 918 13632 66 0 0 1 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 : 285 1111 262 436 2171 392 211 452 184 405 483 455 6847 PEAK HR FACTOR : 0.944 0.926 0.933 0.807 0.975 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-002 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: 1 0.5 0.5 2 1 1 2 3 0 2 3 1 7:00 AM 6 2 15 2 0 2 2 129 9 10 243 12 432 0 0 7:15 AM 6 2 12 4 3 5 16 169 7 17 255 10 506 0 1 7:30 AM 10 1 14 2 0 4 12 188 13 13 298 16 571 0 0 7:45 AM 12 2 10 3 3 13 22 207 18 18 359 18 685 0 1 8:00 AM 11 6 11 3 7 8 34 274 13 18 326 21 732 0 0 8:15 AM 6 6 15 1 2 6 29 238 15 16 244 17 595 0 0 8:30 AM 12 6 15 1 7 13 31 270 13 25 284 24 701 1 0 8:45 AM 14 8 12 4 4 6 48 266 19 27 291 30 729 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 77 33 104 20 26 57 194 1741 107 144 2300 148 4951 0 0 1 2 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 : 43 26 53 9 20 33 142 1048 60 86 1145 92 2757 PEAK HR FACTOR : 0.897 0.738 0.938 0.906 0.942 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-002 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: 1 0.5 0.5 2 1 1 2 3 0 2 3 1 4:00 PM 14 2 21 19 11 33 9 323 10 16 298 16 772 1 4:15 PM 13 7 20 18 6 37 13 349 7 14 319 11 814 1 4:30 PM 15 4 31 15 7 27 11 327 12 18 343 11 821 0 4:45 PM 9 5 17 15 9 37 13 297 14 19 312 6 753 1 5:00 PM 13 9 33 17 15 59 11 319 15 11 359 13 874 0 5:15 PM 14 4 23 14 15 63 10 316 10 14 321 22 826 3 5:30 PM 14 7 26 19 12 65 11 321 10 8 368 14 875 0 5:45 PM 14 3 24 13 12 49 10 315 9 10 374 14 847 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 106 41 195 130 87 370 88 2567 87 110 2694 107 6582 0 0 0 6 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 : 55 23 106 63 54 236 42 1271 44 43 1422 63 3422 PEAK HR FACTOR : 0.836 0.919 0.983 0.960 0.978 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-003 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: 2 1 1 2 1 1 2 3 1 2 3 0 7:00 AM 4 4 12 5 1 2 8 135 2 18 251 77 519 7:15 AM 5 4 9 2 1 2 12 168 4 15 288 61 571 7:30 AM 5 6 12 5 1 3 13 179 9 16 303 59 611 7:45 AM 6 6 18 5 3 1 9 214 9 24 411 92 798 8:00 AM 6 12 13 6 4 0 21 255 4 22 342 89 774 8:15 AM 9 11 17 1 4 10 21 230 7 26 296 101 733 8:30 AM 4 4 10 6 10 5 23 244 12 26 301 126 771 8:45 AM 10 16 9 6 4 6 31 247 17 28 346 94 814 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 49 63 100 36 28 29 138 1672 64 175 2538 699 5591 0 0 0 0 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 : 29 43 49 19 22 21 96 976 40 102 1285 410 3092 PEAK HR FACTOR : 0.818 0.738 0.942 0.960 0.950 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-003 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: 2 1 1 2 1 1 2 3 1 2 3 0 4:00 PM 15 11 31 57 14 19 9 353 14 20 305 9 857 4:15 PM 18 7 37 45 11 19 7 347 27 25 296 11 850 4:30 PM 36 13 34 57 8 27 8 367 11 32 334 9 936 4:45 PM 19 11 39 55 12 14 5 290 21 16 291 12 785 5:00 PM 17 14 45 89 15 21 8 347 23 42 365 12 998 5:15 PM 18 11 24 72 16 16 15 307 19 44 309 14 865 5:30 PM 32 8 39 77 16 32 16 350 18 46 346 21 1001 5:45 PM 19 10 32 70 21 24 8 319 12 27 335 18 895 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 174 85 281 522 113 172 76 2680 145 252 2581 106 7187 0 0 0 0 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 : 86 43 140 308 68 93 47 1323 72 159 1355 65 3759 PEAK HR FACTOR : 0.851 0.938 0.939 0.942 0.939 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-004 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: 1 1 1 2 1 1 2 3 1 2 3 1 7:00 AM 4 6 2 17 3 12 30 108 5 12 345 90 634 0 7:15 AM 1 7 2 19 10 11 34 139 9 10 420 180 842 0 7:30 AM 4 15 2 24 13 17 35 142 8 11 457 164 892 0 7:45 AM 3 14 3 14 14 16 51 150 12 19 523 196 1015 0 8:00 AM 10 22 3 27 10 14 41 195 19 18 466 168 993 0 8:15 AM 7 22 3 26 12 15 39 160 12 15 502 168 981 1 8:30 AM 13 26 1 34 21 20 45 152 15 17 447 154 945 0 8:45 AM 12 24 1 32 10 17 47 211 27 18 535 177 1111 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 54 136 17 193 93 122 322 1257 107 120 3695 1297 7413 1 0 0 0 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 : 42 94 8 119 53 66 172 718 73 68 1950 667 4030 PEAK HR FACTOR : 0.900 0.793 0.845 0.920 0.907 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-004 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: 1 1 1 2 1 1 2 3 1 2 3 1 4:00 PM 15 14 12 54 50 43 13 399 26 6 295 29 956 0 4:15 PM 10 16 17 61 57 48 24 376 33 8 331 42 1023 0 4:30 PM 20 17 19 52 80 45 22 425 30 12 334 37 1093 0 4:45 PM 14 15 9 51 83 54 26 383 28 10 326 35 1034 0 5:00 PM 21 21 16 57 90 48 19 413 31 9 358 33 1116 0 5:15 PM 19 8 17 50 112 77 21 427 24 8 319 32 1114 0 5:30 PM 17 14 20 54 98 72 23 408 33 9 358 46 1152 1 5:45 PM 20 20 20 46 113 66 32 418 23 8 368 29 1163 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 136 125 130 425 683 453 180 3249 228 70 2689 283 8651 1 0 0 0 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 : 77 63 73 207 413 263 95 1666 111 34 1403 140 4545 PEAK HR FACTOR : 0.888 0.924 0.989 0.955 0.977 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-005 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: 2 3 1 2 3 1 2 4 1 2 4 1 7:00 AM 80 336 115 10 79 28 14 92 18 115 357 97 1341 7:15 AM 124 334 120 12 98 40 18 117 20 158 477 94 1612 7:30 AM 116 398 116 13 163 48 25 130 15 121 524 103 1772 7:45 AM 111 318 125 16 174 47 19 116 34 163 583 125 1831 8:00 AM 129 371 158 21 149 54 30 160 33 121 497 140 1863 8:15 AM 130 308 149 29 143 52 20 143 23 128 544 99 1768 8:30 AM 151 381 133 29 141 61 21 133 26 114 494 84 1768 8:45 AM 126 293 106 16 110 64 25 179 27 136 596 98 1776 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 967 2739 1022 146 1057 394 172 1070 196 1056 4072 840 13731 0 0 0 0 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 : 486 1395 548 79 629 201 94 549 105 533 2148 467 7234 PEAK HR FACTOR : 0.923 0.959 0.839 0.904 0.971 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-005 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: 2 3 1 2 3 1 2 4 1 2 4 1 4:00 PM 49 145 126 71 356 57 68 396 60 73 263 30 1694 4:15 PM 55 192 124 63 367 74 52 336 72 74 208 26 1643 4:30 PM 46 159 126 76 376 63 75 420 80 86 301 26 1834 4:45 PM 58 166 120 69 383 76 60 368 66 86 258 25 1735 5:00 PM 64 179 112 61 309 78 76 452 95 92 243 20 1781 5:15 PM 66 191 143 77 401 78 77 389 59 77 212 22 1792 5:30 PM 81 157 131 63 357 85 76 470 77 85 253 34 1869 5:45 PM 66 192 146 71 372 80 83 364 79 98 244 29 1824 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 485 1381 1028 551 2921 591 567 3195 588 671 1982 212 14172 0 0 0 0 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 : 277 719 532 272 1439 321 312 1675 310 352 952 105 7266 PEAK HR FACTOR : 0.946 0.914 0.922 0.947 0.972 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-006 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: 0.5 0.5 1 1 1 1 2 3 0 2 3 1 7:00 AM 5 0 11 1 1 7 2 127 6 21 212 13 406 0 1 7:15 AM 8 1 13 3 0 2 2 199 9 20 236 6 499 1 6 7:30 AM 8 1 11 3 0 1 3 202 15 20 278 12 554 0 2 7:45 AM 9 0 12 6 3 5 5 279 31 39 328 16 733 0 9 8:00 AM 12 4 21 6 2 2 3 246 20 39 287 8 650 0 11 8:15 AM 12 3 24 1 1 4 20 313 29 24 226 7 664 1 4 8:30 AM 14 0 23 4 1 9 7 276 32 48 240 10 664 0 3 8:45 AM 9 0 31 2 2 2 6 341 45 47 232 13 730 0 8 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 77 9 146 26 10 32 48 1983 187 258 2039 85 4900 0 0 2 44 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 : 47 7 80 17 7 20 35 1114 112 150 1081 41 2711 PEAK HR FACTOR : 0.859 0.786 0.871 0.830 0.925 CONTROL : Signalized

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 16-5231-006 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: 0.5 0.5 1 1 1 1 2 3 0 2 3 1 4:00 PM 24 1 51 15 2 19 12 284 37 44 295 17 801 2 4:15 PM 26 6 44 18 7 11 13 260 24 57 284 22 772 1 4:30 PM 23 2 39 11 1 12 15 312 34 54 327 9 839 5 4:45 PM 31 2 37 14 6 12 19 241 39 60 286 22 769 2 5:00 PM 40 5 40 9 4 10 23 304 41 64 339 26 905 1 5:15 PM 32 5 48 16 3 19 21 272 34 62 329 21 862 2 5:30 PM 27 3 47 8 2 8 16 262 35 64 380 32 884 4 5:45 PM 30 5 49 11 5 21 15 249 32 73 347 22 859 7 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES : 233 29 355 102 30 112 134 2184 276 478 2587 171 6691 0 0 0 24 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 : 129 18 184 44 14 58 75 1087 142 263 1395 101 3510 PEAK HR FACTOR : 0.974 0.763 0.886 0.924 0.970 CONTROL : Signalized

APPENDIX C: LOS ANALYSIS