APPENDIX C TRAFFIC IMPACT ANALYSIS

APPENDIX C TRAFFIC IMPACT ANALYSIS

DRAFT TRAFFIC STUDY FOR THE VILLA MARINA RESIDENTIAL PROJECT AUGUST 004 PREPARED FOR THE OLSON COMPANY PREPARED BY

DRAFT TRAFFIC STUDY FOR THE VILLA MARINA RESIDENTIAL PROJECT August 004 Prepared for: THE OLSON COMPANY Prepared by: KAKU ASSOCIATES, INC. 0 Santa Monica Boulevard, Suite 500 Santa Monica, California 9040 (30 458-996 Ref: 63.0

TABLE OF CONTENTS I. Introduction... Project Description... Study Scope... Organization of Report... 5 II. Existing Conditions... 7 Existing Street System... 7 Existing Traffic Volumes and Lels of Service... 8 Existing Public Transit Service... 3 III. Future Traffic Projections... 6 Cumulati Base Traffic Projections... 6 Project Traffic Volumes... 3 Cumulati Plus Project Traffic Projections... 5 IV. Traffic Impact Analysis... 9 Intersection Significant Impact Criteria... 9 Cumulati Base Traffic Conditions... 9 Cumulati Plus Project Traffic Analysis... 3 V. Mitigation Measures... 3 Proposed Mitigation Measures... 3 Effectiness of Mitigation Measures... 33 VI. Site Access and Parking... 35 Vehicular Access... 35 Parking... 35 VII. Regional/CMP Analysis... 38 CMP Traffic Impact Analysis... 38 VIII. Project Alternati... 40 Alternate Project Trip Generation... 40 Alternate Project Traffic Analysis... 40 IX. Summary and Conclusions... 44 Appendix A Intersection Configurations Appendix B Traffic Count Data Sheets Appendix C Lel of Service Worksheets

LIST OF FIGURES NO. Study Area and Location of Analyzed Intersections... 3 Preliminary Site Plan... 4 3 Year 004 Existing Peak Hour Traffic Volumes... 0 4 Existing Transit Lines... 5 5 Existing Plus Ambient Peak Hour Traffic Volumes... 7 6 Locations of Related Projects... 0 7 Related Project Only Volumes... 8 Year 008 Cumulati Base Peak Hour Traffic Volumes... 9 Trip Distribution Pattern... 6 0 Project Only Peak Hour Traffic Volumes... 7 Year 008 Cumulati Plus Project Peak Hour Traffic Volumes... 8 Year 008 Cumulati Plus Alternati Project Peak Hour Traffic Volumes... 4 LIST OF TABLES NO. Existing Surface Street Characteristics... 9 Lel of Service Definitions for Signalized Intersections... 3 Year 004 Existing Conditions Intersection Lels of Service... 4 4 Trip Generation Estimates for Related Projects... 9 5 Estimated Project Trip Generation... 4 6 Year 008 Future Conditions Intersection Lels of Service... 30 7 Year 008 Future Conditions with Mitigations Intersection Lels of Service... 34 8 Parking Generation Requirements for Proposed Project... 37 9 Estimated Alternate Project Trip Generation... 4 0 Year 008 Future Conditions with Alternate Project Intersection Lels of Service Analysis... 43

I. INTRODUCTION This report documents the results of a traffic study conducted by Kaku Associates, Inc. to evaluate the potential traffic impacts and circulation needs of the proposed Villa Marina Residential project (project in the City of Los Angeles, California. This study is designed to become an integral element of an environmental document being prepared to evaluate the orall impacts of this project. It includes a description of the assumptions and methods used to conduct the study as well as a discussion of the results. PROJECT DESCRIPTION The project is proposed on an existing 4.04-acre site (Villa Marina Marketplace shopping center currently containing 30,000 square feet of commercial and retail uses housed in fi buildings. The remaining portions of the existing site are pad and used for business patron and employee parking. The proposed project includes demolition of the existing structures and construction of a planned, landscaped residential community consisting of 30 condominium units, a 9,000 square feet commercial space, and associated parking and amenities. The planned residential community would consist of a proposed mix of 60 one-bedroom, 90 two-bedroom, and 60 threebedroom units. Of these, 0% of the total units would be set aside as affordable housing. This project also includes residential amenities including a community meeting room, a swimming pool and/or spa, and an exercise room. Additionally, the project s 9,000 square feet commercial component would be deloped in two spaces consisting of 5,000 and 4,000 square feet, that may be occupied by a florist, café, and/or copy services. The project would ha frontages on both Maxella Anue and State Route (Lincoln Boulevard. Parking for the residents and business patrons would be deloped in a mix of one-lel subterranean, second-lel podium, and surface lel spaces with capacity for up to 69 hicles. Of this total, 60 parking spaces would be available to project residents, 3 spaces for guests, and the remaining 40 spaces for retail uses. Ingress and egress for residential and business

patrons, as well as deliry hicles, is proposed via Maxella Anue. Residents would ha access into the resident only parking via secure garage gates. The project site is located approximately.5 miles southwest of downtown Los Angeles and.5 miles south of Santa Monica in the Palms-Mar Vista-Del Rey community of west Los Angeles, as illustrated in Figure. It is located within the California Coastal Zone, approximately 0. miles inland from the northeastern edge of Marina Del Rey. Figure illustrates the site plan for the project, which is bordered by Lincoln Boulevard on the west, State Route 90 (Marina Freeway on the south, Maxella Anue on the north, and Glencoe Anue on the east. Existing high density, multifamily dwelling units are situated to the west across Lincoln Boulevard north and south of the western terminus of Maxella Anue. Across Maxella Anue to the north are a small retail shopping center and a portion of the Marina Marketplace shopping center. Additionally, multifamily housing is located approximately 950 feet east of the project site on the east side of Glencoe Anue. Existing delopment to the northwest includes a Union 76 service station and general commercial/hotel uses are situated to the east. STUDY SCOPE The scope of analysis for this study was deloped in conjunction with the City of Los Angeles Department of Transportation (LADOT. The base assumptions, technical methodologies, and study area were identified as part of the jointly deloped study approach. Traffic impact study to evaluate the potential for impacts caused by the Villa Marina Residential project include an analysis of the following traffic scenarios: Existing (004 Conditions - The analysis of existing traffic conditions is intended to provide a basis for the remainder of the study. The existing conditions analysis includes an assessment of streets, traffic volumes, and operating conditions. Cumulati Base Conditions - Future traffic conditions are projected for the year 008 without the proposed project. The objecti of this analysis is to forecast the future traffic growth and intersection operating conditions expected to result from general regional growth and specific related projects deloped in the vicinity of the project site by the year 008. This scenario is used as the baseline against which potential project traffic impacts are evaluated.

N 87 6 LEGEND # - Project Site - Analyzed Intersection FIGURE STUDY AREA AND LOCATION OF ANALYZED INTERSECTIONS Admiralty Wy Glencoe A Abbot Redwood A Maxella A S Venice Blvd 4 3 5 7 0 8 9 Kinney Blvd Walgro A Glencoe A Washington Blvd 90 NOT TO SCALE TE Alla Rd Mindanao Way Mildred A

N NOT TO SCALE TE FIGURE PRELIMINARY SITE PLAN

Cumulati plus Project - This is an analysis of future traffic conditions with traffic expected to be generated by the proposed project added to the year 008 cumulati base traffic forecasts. The incremental impacts of the proposed project on future traffic operating conditions can then be identified. The study area for this analysis includes the following intersections:. Lincoln Boulevard & Venice Boulevard. Lincoln Boulevard & Washington Boulevard 3. Glencoe Anue & Washington Boulevard 4. Redwood Anue & Washington Boulevard 5. Lincoln Boulevard & Maxella Anue 6. Glencoe Anue & Maxella Anue 7. Mindanao Way & Glencoe Anue 8. Mindanao Way & SR-90 Freeway westbound 9. Mindanao Way & SR-90 Freeway eastbound 0. Lincoln Boulevard & Marina Freeway (SR-90. Lincoln Boulevard & Mindanao Way The locations of the intersections to be analyzed, also illustrated in Figure, were determined by LADOT as part of the delopment of the work scope. A detailed intersection capacity analysis was conducted for each of these intersections under the three scenarios identified abo for the a.m. and p.m. peak hours. ORGANIZATION OF REPORT This report is divided into nine chapters, including this introduction. Chapter II presents an analysis of the existing street system and traffic conditions for each of the intersections within the study area. Forecasts of future traffic including project-generated and cumulati traffic are presented in Chapter III. Potential impacts of the proposed project on the study intersections are discussed in Chapter IV. The identification of measures required to mitigate the project impacts are discussed in Chapter V. Site access and parking requirements are discussed in Chapter VI. Chapter VII includes a Congestion Management Plan (CMP analysis, based on project impacts. Finally, a summary of the analyses and study conclusions are included in 5

Chapter VIII. Appendices to this report include details of the technical analysis and supporting calculation worksheets. 6

II. EXISTING CONDITIONS A comprehensi data collection effort was undertaken to delop a detailed description of existing conditions within the study area. The assessment of conditions relevant to this study includes land use, an inntory of the street and highway systems, traffic volumes on these facilities, and operating conditions at key intersections. EXISTING STREET SYSTEM Primary regional access to the study area is provided by the Marina (SR-90 Freeway immediately south of the project site and by Lincoln Boulevard (SR- immediately west of the project site. Access to the site from the SR-90 Freeway can be obtained from Mindanao Way or Lincoln Boulevard. From Lincoln Boulevard, the project site can be accessed through Maxella Anue. The main streets serving the project site are Venice Boulevard, Washington Boulevard, Maxella Anue, Mindanao Way, and Glencoe Anue. Descriptions of key roadways serving the study area are provided below: Washington Boulevard - Washington Boulevard is a major highway class II road that runs generally in the east-west direction within the study area. This arterial provides direct connection for local and regional tral from downtown Los Angeles to the Venice Fishing Pier. Three through lanes are provided in each direction from Lincoln Boulevard to Glencoe Anue. From Glencoe Anue to Redwood Anue, two through lanes are provided. The speed limit for Washington Boulevard is 35 miles per hour (mph. Venice Boulevard - Venice Boulevard is a major highway class II road that runs generally in the east-west direction within the study area. This arterial provides direct connection for local and regional tral from downtown Los Angeles to Venice City Beach. Three through lanes are provided in the eastbound direction, while two to three through lanes are provided in the westbound direction. The speed limit on Venice Boulevard varies from 35 mph west of Lincoln Boulevard to 40 mph east of Lincoln Boulevard. Maxella Anue - Maxella Anue is a collector road that starts from 0.7 miles east of the project site and ends just west of Lincoln Boulevard. Generally, one through lane with double-yellow centerline median is provided in each direction, with the exception of the 7

eastbound segment between Lincoln Boulevard and Del Rey Anue and the westbound segment between Glencoe Anue and Redwood Anue, where two through lanes are provided with dual-left turn lane. The speed limit for Maxella Anue is 5 mph. Mindanao Way - Mindanao Way is a secondary road that starts at the intersection of Glencoe Anue and Redwood Anue and ends west of Admiralty Way, at the Marina Del Rey Pier. Two through lanes are provided in each direction with a double-yellow centerline median throughout the study area. The speed limit for Mindanao Way is 30 mph. Glencoe Anue - Glencoe Anue is a secondary road north of Maxella Anue and a collector road south of Maxella Anue that intersects Washington Boulevard at a T at the north end and terminates at Alla Road on the southeast end. Two through lanes are provided in each direction from south of Beach Anue. The speed limit for Glencoe Anue is 5 mph. Table provides a description of these facilities, summarizing the physical characteristics of all key streets within the study area. Diagrams of the existing lane configurations at the analyzed intersections are contained in Appendix A. EXISTING TRAFFIC VOLUMES AND LEVELS OF SERVICE This section presents the existing peak hour turning moment traffic volumes for 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 lels of service. Existing Traffic Volumes Weekday morning and afternoon peak hour traffic counts were conducted at the study intersections on June 004 as part of this study. Traffic count data sheets are contained in Appendix B and the existing traffic volumes are illustrated in Figure 3. 8

TABLE EXISTING SURFACE STREET CHARACTERISTICS LANE MEDIAN PARKING RESTRICTIONS SPEED SEGMENT FROM TO NB/EB SB/WB TYPE NB/EB SB/WB LIMIT Lincoln Blvd Victoria A Victoria Ct DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Victoria Ct Lucille A DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Lucille A Venice Blvd DY hr 8a-6p Ex Sun/RD RD 40 Venice Blvd Harding A DY RD RD 40 Harding A Nelrose A DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Nelrose A Coeur D Alene A DY/LT hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Coeur D Alene A Garfield A DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Garfield A Van Buren A/Zanja St DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Van Buren A/Zanja St Elm St DY hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Elm St Grant A DY/LT hr 8a-6p Ex Sun hr 8a-6p Ex Sun 40 Grant A Harrison A 3 3 DY/LT hr 8a-6p Ex Sun hr 8a-6p Ex Sun/No Stopping 7-9a 4-6p 40 Harrison A Washington Blvd 3 3 DY/LT hr 8a-6p Ex Sun RD 40 Washington Blvd Maxella A 3 3 LTDY NSAT NSAT/hr 8a-4p/NoStopping 7-9a 4-6p 40 Maxella A SR-90 3 3 DY/RM NSAT NSAT 40 SR-90 Bali Way 3 3 RM NSAT NSAT 40 Bali Way Mindanao Wy 3 3 RM NSAT NSAT 40 Mindanao Wy Fiji Way 3 3 RM NSAT NSAT 40 Mindanao Way Admiralty Wy Lincoln Blvd RM NSAT NSAT 30 N-S Lincoln Blvd La Villa Marina DY RD/No parking 0- Thursday (St. CleaninNo parking 0- Thursday (St. Cleaning 30 La Villa Marina SR-90 E DY No parking 0- Thursday (St. Cleaning No parking 0- Thursday (St. Cleaning 30 SR-90 E SR-90 W DY NSAT NSAT 30 SR-90 W Glencoe A DY/LT PA PA 30 Glencoe A Redwood A DY No Parking a-6a Nightly No Parking a-6a Nightly 30 Maxella A Dead End Lincoln Blvd RM NSAT NSAT 5 E-W Lincoln Blvd Del Rey A DY/LT NSAT NSAT 5 Del Rey A Glencoe A DY/LT NSAT NSAT 5 Glencoe A Redwood A DY hr 8a-6p Ex Sun/No Parking a-6a NightlyPA 5 Washington Blvd Abbot Kinney Blvd Thatcher DY hr 9a-4p, No Stopping 7-9a 4-6p hr 8a-6p Ex Sun 35 E-W Thatcher Yale A DY/LT hr 9a-4p, No Stopping 7-9a 4-6p hr 8a-6p Ex Sun 35 Yale A Stanford A DY/LT hr 9a-4p, No Stopping 7-9a 4-6p hr 8a-6p Ex Sun 35 Stanford A Carter A DY NSAT hr 8a-6p Ex Sun 35 Carter A Lincoln Blvd DY NSAT hr 8a-6p Ex Sun 35 Lincoln Blvd Del Rey A 3 3 DY NSAT NSAT 35 Del Rey A Glencoe A 3 3 DY NSAT NSAT 35 Glencoe A Walnut A DY No Parking 4-6a M-F (St Sweeping/hr 8a No Parking 4-6a M-F (St Sweeping/hr 8a 35 Walnut A Redwood A DY No Parking 4-6a M-F (St Sweeping/hr 8a No Parking 4-6a M-F (St Sweeping/hr 8a 35 Venice Blvd Naples A Lincoln Blvd 3 RM/DY No Parking 8a-0a Wed. St Cleaning No Parking 8a-0a Wed. St Cleaning 35 E-W Lincoln Blvd Penmar A 3 RM/DY No Parking 8a-0a Wed. St Cleaning NSAT 40 Penmar A Walnut A 3 3 RM No Parking 8a-0a Wed. St Cleaning No Parking 8a-0a Wed. St Cleaning 40 SR-90 Lincoln Mindanao Way N/A NSAT NSAT 45 Mindanao Way Culr Blvd N/A NSAT NSAT 45 Glencoe A Zanja St Washington Blvd SDY/DY hr 8a-6p Ex Sun/No Parking 8a-p Mon hr 8a-6p Ex Sun/No Parking 8a-p Mon 5 Washington Blvd Beach A DY NSAT NSAT 5 Beach A Maxella DY PA PA 5 Maxella Mindanao Wy DY/LT No Parking a-7a nightly No Parking a-7a nightly 5 Mindanao Wy Tivoli A SDY/DY No Parking 7a-8p Daily/No Parking a-7a nno Parking a-7a nightly 5 Notes: LANES: # = Number of lanes PARKING: PA = Parking Allowed MEDIAN/CENTERLINE: DY = Double Yellow NSAT = No Stopping Anytime SDY = Single Dashed Yellow MISC.: HR = Hour NPAT = No Parking Anytime LT = Dual Left Turn MIN = Minutes NP = No Parking UD = Undivided Lane MP = Meter Parking RD =Red curb RM = Raise Median / = Change in Parking Restriction

0 7 6( 93 70 5( 7 0( 3 (6 59 3(3 0 6 ( 50 3 (,0 0 8 ( 4 59 60 - Project Site - Analyzed Intersection 5 ( 9 (5 0 9 57 4( 3 ##(## - AM(PM Peak Hour Traffic Volumes ea 9( 45 738(7 8 38(4 9 63(7 34 9 ( 4 507 (404 5 ( 89 77,7 76 ( ( 34 5, 663 ( 394 545 (55 # nco 408(5 36 (0 90 69 (500 (,0 56 9 G le 40 (5 3 87 ( 6( 5 5 d R 8 3 79 (9 (846 9(3 LEGEND 7 o na da n y i M Wa lla A 59(,3 35(60 0 Adm iralty Wy 64 ( 98 (7 5 88 (9 6 9( 43 0 (77 6(8 45 3 3 (7 8 7 0 (3 8 ( 60 9 3 64 9,9 5 ( ( 6 6, ( 7 7 97 77,9 ( ( 9 878, 5 0 (8 8 4 (6 0 7 8 (8 0 7 3 5 (5 45 (3 9 7 (87 6 6 SCALE 75(9 4 7 (3 0(9 44 Blvd, 3 67 0( 48 75 (,9 9, Kinney 4 (7 0 (6 7 7 5 55( NOT TO A 0 ( 0 8 (7 34(3 4 Abbot la el ax M A 70 7,5 ( 9 ( 5 7 53 40, ( 46 8 6 7( 97 0 7(6 73 5 6 5(4 45 3 (6 9 896 4( 8 8 9( 3 8 ( 4 947 ( 9 (37 96 4 d oo w ed R 6 0( 64 7 (, 5 9( 3 87 3 9 30 6( 4 9 ( 7 57 3(, 7 5 0( 53 3 (9 36 48 (3 0 4 N 5 (8 65 (6 5 80 6( (3 7 6 5 ( 4 3 3 4 (9 6 47 4( 60 4 (9 9 5 8 0 (4 4 4 ( 45 4(9 94 (53 94 (4 0 43 ( 75 3( 7, 7 ( 4 7 75 3 ( (, 3 49 0 9 vd Bl n to ing h as W e ed Av Mildr 33 ( 5 93 (83 6 5 9 ( vd Bl e Av ro alg W A S ce ni Ve 7 9 0 ( ( 5, 0 63 453 (8 7 oe nc le G, 8 7( 55 7 9(7 6 6 5(3 5 90 3 07 0,7 (33 9( 6(, 56 3 TE FIGURE 3 YEAR 004 EXISTING PEAK HOUR TRAFFIC VOLUMES

Lel of Service Methodology Lel of service (LOS is a qualitati measure used to describe the condition of traffic flow, ranging from excellent conditions at LOS A to orloaded conditions at LOS F. LOS D is typically considered to be the minimum acceptable lel of service in urban areas. LADOT requires that the "Critical Moment Analysis" (CMA method (Transportation Research Board, 980 of intersection capacity analysis be used to determine the intersection volume to capacity (V/C ratio and corresponding lel of service for the gin turning moments and intersection characteristics at signalized intersections. The CALCADB software package deloped by LADOT was used to implement the CMA methodology in this study. Table defines the ranges of V/C ratios and their corresponding lels of service using the CMA method. All of the study intersections are currently signalized and controlled by the City of Los Angeles Mar Vista Automated Traffic Surillance and Control (ATSAC system. In accordance with LADOT procedures, a capacity increase of 7% (0.07 V/C adjustment was applied to reflect the benefits of ATSAC control at these intersections. Analysis of future traffic conditions in the 008 buildout year also assumes that LADOT s Adapti Traffic Control System (ATCS would be implemented at nine of the study intersections. The intersection of Mindanao Way & Glencoe Anue would not ha ATCS implemented. LADOT estimates that the ATCS system provides an additional capacity increase of about 3% (0.03 V/C adjustment beyond the 7% increase related to the precursor ATSAC system. Existing Peak Hour Lels of Service The existing weekday morning peak hour turning moments presented in Figure 3 were used in conjunction with the lel of service methodology described abo to determine existing operating conditions at each of the study intersections. Lel of service calculation worksheets are included in Appendix C.

TABLE LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS Lel of Service Volume/Capacity Ratio Definition A 0.000-0.600 EXCELLENT. No hicle waits longer than one red light and no approach phase is fully used. B 0.60-0.700 VERY GOOD. An occasional approach phase is fully utilized; many drirs begin to feel somewhat restricted within groups of hicles. C 0.70-0.800 GOOD. Occasionally drirs may ha to wait through more than one red light; backups may delop behind turning hicles. D 0.80-0.900 FAIR. Delays may be substantial during portions of the rush hours, but enough lower volume periods occur to permit clearing of deloping lines, prenting excessi backups. E 0.90 -.000 POOR. Represents the most hicles intersection approaches can accommodate; may be long lines of waiting hicles through seral signal cycles. F >.000 FAILURE. Backups from nearby locations or on cross streets may restrict or prent moment of hicles out of the intersection approaches. Tremendous delays with continuously increasing queue lengths. Source: Transportation Research Board.

Table 3 summarizes the a.m. and p.m. peak hour V/C ratios and corresponding LOS at each of the study intersections. The results of this analysis indicate that eight of the study intersections are currently operating at acceptable lels of service (LOS D or better during both the morning and afternoon peak hours. The two study locations that are currently operating at poor lels of service are Lincoln Boulevard at Venice Boulevard and Lincoln Boulevard at Washington Boulevard. The intersection of Lincoln Boulevard and Venice Boulevard currently operates at LOS E during both the morning and afternoon peak hours while the intersection of Lincoln Boulevard and Washington Boulevard currently operates at LOS B during the morning peak hour and LOS E during the afternoon peak hour. EXISTING PUBLIC TRANSIT The project area is currently being serd by Los Angeles County Metropolitan Transportation Authority (MTA bus lines, Culr City bus lines, and Santa Monica Big Blue Bus lines. The bus routes are illustrated in Figure 4 and described below: MTA Lines 33/333 - Lines 33/333 tral on Venice Boulevard from Santa Monica to downtown Los Angeles within the northern portion of the project area. MTA Line 08 - Line 08 trals on Admiralty Way, Mindanao Way, Centinela Anue, and Slauson Anue within the southern portion of the project area. MTA Line 0 - Line 0 trals on Admiralty Way, Mindanao Way, Alla Road, and Culr Boulevard within the southern portion of the project area. Big Blue Bus Line 3 - Line 3 trals on Lincoln Boulevard within the western portion of the project area. Culr City Line - Line trals along Washington Boulevard within the northern portion of the project area. Commuter Express Line 437 - Line 437 trals on Admiralty Way, Mindanao Way, Centinela Anue, and Culr Boulevard. 3

TABLE 3 YEAR 004 EXISTING CONDITIONS INTERSECTION LEVELS OF SERVICE Peak Existing (004 Intersection Hour V/C LOS Lincoln Blvd & AM 0.933 E Venice Blvd PM.000 E Lincoln Blvd & AM 0.700 B Washington Blvd PM 0.94 E 3 Glencoe A & AM 0.545 A Washington Blvd PM 0.857 D 4 Redwood A & AM 0.53 A Washington Blvd PM 0.507 A 5 Lincoln Blvd & AM 0.674 B Maxella A PM 0.709 C 6 Glencoe A & AM 0.3 A Maxella A PM 0.557 A 7 Mindanao Way & AM 0.359 A Glencoe A PM 0.73 C 8 Mindanao Way & AM 0.4 A SR90 Marina WB PM 0.643 B 9 Mindanao Way & AM 0.639 B SR90 Marina EB PM 0.830 D 0 Lincoln Blvd & AM 0.809 D SR90 Marina Fwy PM 0.843 D Lincoln Blvd & AM 0.789 C Mindanao Way PM 0.87 D Notes: - All study intersection are currently operating under ATSAC system.

MTA 33 Glencoe A Walgro A C S Venice Blvd MTA 333 SM 3 3 4 Washington Blvd Redwood A Mildred A N NOT TO SCALE 87 Maxella A Mindanao Way Abbot Kinney Blvd 6 5 7 Glencoe A MTA 0 Admiralty Wy MTA 08 0 Alla Rd CE 437 9 8 90 LEGEND # - Project Site - Metropolitan Transportation Authority (MTA - Analyzed Intersection - Santa Monica Big Blue Bus Line (SM - LADOT Commuter Express (CE - Culr City Bus (C TE FIGURE 4 EXISTING TRANSIT LINES

III. FUTURE TRAFFIC PROJECTIONS In order to evaluate properly the potential impact of the proposed project on the local street system, it is necessary to delop estimates of future traffic conditions in the area both with and without the proposed project. Future traffic volumes are first estimated for the study area without the project. These future forecasts reflect traffic increases due to general regional growth and traffic that is expected to be generated by other future delopments in the vicinity of the project and represent cumulati base conditions. The addition of project traffic to the cumulati base would reflect the cumulati plus project conditions. CUMULATIVE BASE TRAFFIC PROJECTIONS The cumulati base traffic projections reflect anticipated future traffic increases that can be expected from two sources. The first is ambient growth in traffic, which reflects general increases in traffic due to regional growth and delopment. The second source is traffic generated by specific future projects located within or in the vicinity of the study area. The methods and assumptions used to delop the cumulati base traffic projections are described below. Areawide Traffic Growth Existing traffic is expected to increase between year 004 and year 008 as a result of general area-wide and regional growth and delopment. Based on historical trends, LADOT recommends an ambient traffic growth factor of % per year be used to adjust the existing year 004 traffic volumes to reflect the effects of regional growth and delopment by the year 008. Figure 5 illustrates the existing and ambient traffic growth volumes projected to the year 008. 6

7 76 ( 08 76 4( 6 8 0( 4 (67 88 4 9(3 3 3 3( 4 4 (, 7 ( 7 65 - Project Site - Analyzed Intersection 5 ( 7 (5 0 5 6 7( 3 ##(## - AM(PM Peak Hour Traffic Volumes ea 34( 65 797(8 45 4(4 63 68(8 369 5 ( 4 548 (436 35 ( 3 83,9 8 ( 4( 37 4, 76 ( 46 589 (556 # nco 44(5 79 3( 33 747 (540 (, 40 9 G le 59 (6 34 ( 66( 43 4 d R 8 5 787 (3 (9 0( 4 4 LEGEND 7 o na da n y i M Wa lla A 639(,3 38(65 0 Adm iralty Wy 7 7 6( 86 0 5( 9 9 (3 4 7 ( 54 09 (9 6(9 49 3 5 (8 4 7 6 7 (4 ( 73 0 6 3, 3 ( ( 4 334 0, ( 9 77 57 9, ( ( 99 08, 5 6 (8 9 (6 5 8 4 (8 6 8 4 9 (5 3 49 (4 5 8 (94 66 6 SCALE 8( 0 94 (3 ( 7 0 Blvd, 7 7 0( 04 8 (, 5 39, Kinney 0 (8 (67 9 7 59( NOT TO A 7 (3 7 05 (94 37(3 7 Abbot la el ax M A 3 96 9,6 5 ( ( 7 8 66 43, 8( 49 8 6( 53 0(7 7 (5 49 8 (6 968 9( 97 7 8 0( 5 0 (3 6 0, 40 7( 45( 04, d oo w ed R 4 7 0( 77 0 3 (, 7 3 9( 3 87 3 4 33 4( 53 3 4 ( 9 6 3( 3, 8 7 9 0(,0 4 9( 63 5 0(3 4 N (9 7 (66 4 86 7( 3 37 (3 6 7 0 ( 3 6 ( 0 6 4 5 37 4 (,0 3 ( 5 3 6 3 9 (4 5 0 6,0 ( ( 3 09 7, (5 0 4 (4 54 ( 3 8 4( 9, ( 5 8 93 30 6 ( (, 4 6 8 9 vd Bl n to ing h as W e ed Av Mildr 4 4 0( 0 0 5(9 76 9 9 ( 3 vd Bl e Av ro alg W A S ce ni Ve 6 07 4 ( ( 7, 0 68 569 (9 4 oe nc le G, 3 30 9( 5 9 9(8 90 66 5(3 7 90 3 3,85 (35 8( 3( 9, 68 8 TE FIGURE 5 EXISTING PLUS AMBIENT PEAK HOUR TRAFFIC VOLUMES

Traffic Generation of Cumulati Delopment Projects Information regarding potential future projects that are either under construction, planned, or proposed for delopment within or near the study area was obtained from seral sources, including previous studies recently conducted within the area. These sources also include the current list of potential future projects from the LADOT related projects database. The cumulati projects are described in Table 4, and their locations are illustrated in Figure 6. Projected weekday a.m. and p.m. peak hour trip generation for the majority of the related projects was also obtained from the LADOT related projects database. Other related projects trip generation was obtained from the July 003 The Village At Playa Vista Transportation Plan Environmental Impact Report prepared by Kaku Associates, Inc. As shown in Table 4, there are a total of 3 cumulati delopment projects within the two-mile radius vicinity of the project site. The geographic distribution of traffic generated by delopments such as those included in this analysis depend on seral factors. These factors include the type and density of the proposed land uses, the geographic distribution of the population from which employees and/or patrons of the proposed delopments may be drawn, the geographic distribution of activity centers (employment, commercial, and other to which residents of proposed residential projects may be drawn, and the location of the project in relation to the surrounding street system. The trip generation estimates were assigned to the local street system using the trip distribution patterns described abo. The resulting related project only traffic volumes are illustrated in Figure 7. Cumulati Base Traffic Volumes Forecasts of cumulati base traffic volumes were deloped by adding the traffic expected to be generated by the list of cumulati delopment projects to the background existing volumes adjusted by areawide traffic growth. The resulting traffic volumes at the analyzed intersections, as illustrated in Figure 8, represent the year 008 cumulati base conditions, i.e., future conditions without the project. 8

TABLE 4 TRIP GENERATION ESTIMATES FOR RELATED PROJECTS Daily AM Peak Hour Trips PM Peak Hour Trips MAP # Project Description Location City Trips In Out Total In Out Total Taco Bell Demolish existing Taco Bell & single family residence. Construction of,63 sf Taco Bell w/dri through. Venice Bl & Inglewood Bl Los Angeles 5 9 9 38 0 0 0 Apartment Complex Construction of 5 unit apartment 409 Glencoe A Los Angeles 338 4 6 3 3 Apartment Complex Construction of 5 unit apartment 45 Glencoe A Los Angeles 338 4 6 3 4 Apartment Complex Construction of 50 unit apartment 4050 Glencoe A Los Angeles 33 4 6 0 3 5 Apartment Construction of 99 unit apartment 44 Glencoe A Los Angeles 656 8 4 50 4 0 6 6 Apartment Construction of 64 unit apartment 4080 Glencoe A Los Angeles 44 5 8 33 7 3 40 7 Apartment Construction of 97 unit apartment 4060 Glencoe A Los Angeles 643 8 4 49 40 0 60 8 Wells Fargo Bank Delopment of 4,300 sq.ft walk in bank 9 Commercial/ Retail Delopment Construction of a two-story 4,57 sq. ft. commercial building 3400 W. Washington Bl Culr City 0 0 0 0 36 36 7 33 Washington Bl Culr City 896 5 9 4 38 4 79 0 Apartment Complex Construction of 8 unit apartment 455 Redwood A Los Angeles 78 0 50 60 49 4 73 Starbucks Construction of,70 sq.ft Starbucks 5570 Centinela A Los Angeles,4 45 30 75 3 45 Apartment Complex Construction of 30 unit apartment 5535 Westlawn A Los Angeles,055 5 33 58 9 63 9 3 LMU Day Care Center Proposal to operate day care center 7900 S Loyola Blvd Los Angeles N/A 44 39 83 39 44 83 4 Apartment Complex construction of 846 Apartment units 8000 Manchester Av Los Angeles 5,05 68 356 44 39 57 476 5 Decron Delopment Residential Mixed-Use with 30,600 sq.ft spaces 860 Lincoln Bl Los Angeles 899 0 70 35 05 6 West Bluff construction of 0 single family homes 7400 West 80th St Los Angeles,6 3 70 93 8 46 7 7 Westchester Lutheran School Expansion School expansion for 488 students 83rd Street Los Angeles,708 69 80 449 78 7 05 8 Shopping Center Addition 8,800 sf addition to shopping center 5 Lincoln Bl Los Angeles 435 5 4 9 5 6 3 9 0 Gas Station / Minimarket Mixed use building w/ retail and apartment General Commercial Office Marina del Rey Delopment [] 70 sf mini market w/8 fueling stations 005 Lincoln Bl Los Angeles,953 6 6 8 8 6 97,000 sf retail and 80 unit apt 430 Lincoln Bl Los Angeles 7,5 78 75 53 34 47 588 Renovate existing manufacturing bldg into 5,80 sf general commercial office w/36 parking spaces 00 Abbott Kinney Bl Los Angeles 3 5 6 7 33 Delopment incorporated in Local Coastal Plan Marina del Rey Los Angeles County N/A 785,65,40,096,77,373 Delopment consisting of 3,46 residential units,,077,050 sq. ft. of office space, 35,000 3 Playa Vista Phase I [] sq. ft. of retail space,,9,900 sq. ft. of production and staging support uses and 0,000 sq. ft. of community serving uses Jefferson Boulevard Los Angeles 9,447,579 46,85 796,359 3,55 Totals 9,4 598,,708,8 777,905 Notes: Source: LADOT [] Playa Vista Phase I/II EIR Report

N 87 LEGEND # - Project Site - Analyzed Intersection ##(## - AM(PM Peak Hour Traffic Volumes FIGURE 7 RELATED PROJECT ONLY TRAFFIC VOLUMES 3(5 5(0 6(30 858(843 4(3 4(5 60(30 Admiralty Wy Glencoe A Abbot Redwood A S Venice Blvd 3 5 0 6 8 7 606(75 368(64 ( 30(60 8(9 4(8 9 60(430 5(6 60(346 ( 58(73 44(9 588(67 596(609 630(809 5(6 4(78 47(53 Kinney Blvd 43(8 8(65 3( 7( *(4 *(3 (40 (36 373(445 68( 495(54 33(98 7(7 4( 67(69 7(0 0(49 44( 5(5 45(74 8(4 85(68 43(486 Walgro A Glencoe A 5(7 358(43 3(9 9(4 Washington Blvd 09(99 3(3 5(3 3(7 39(97 *(5 4 7(3 Maxella A 90 5(5 *( *(* NOT TO SCALE TE Alla Rd Mindanao Way Mildred A

9 94 5( 73 80 (3 4 6 8 0( 4 (67 88 4 9(3 3 3 3( 3 4 (,8 7 ( 8 3 65 - Project Site - Analyzed Intersection 68(8 380 5 ( 7 569 (496 35 ( 47 83,6 8 ( 0( 37 85, 740 ( 486 604 (586 # 5 ( 6 8 (5 0 8 64 ( 4 ##(## - AM(PM Peak Hour Traffic Volumes 50(,0 3( 09 34 788 (559 (, 9 G le nco 59 (6 34 ( 66( 43 4 ea 39( 9 957(, 4(4 9 84 d R 8,5 5(3 5(, 7 0( 8 4 LEGEND 7 o na da n y i M Wa lla A 697(,86 38(65 0 Adm iralty Wy 7 7 6( 86 0 5( 9 9 (3 4 7 ( 54 09 (9 33(3 49 3 6 (8 4 7 6 (4 4 ( 73 6 6 30 3,9 3 ( ( 4 964 0, ( 9 77 3 84 38,7 3( ( 34 66, 5 6 (8 9 (6 5 8 4 (8 6 8 4 3 (6 3 49 (4 5 8 (94 66 6 SCALE 8( 0 94 (3 6(3 73 5 Blvd, 5 80 4( 35 93 (,6 6 86, Kinney (8 3 5 (68 8 9 9 59( NOT TO A 7 (3 8 05 (94 37(3 7 Abbot la el ax M A 5 0 4 0, 3 ( 7 ( 5 5 5 53, ( 53 8 6( 56 0(7 5 7 3(5 60 8 (6 070, 6 ( ( 4 0 95 60 0 (3 6, 53 6( 48( 5, d oo w ed R 0 7 ( 0 4 (, 7 6 9( 59 3 87 3 5 35 8( 53 8 8 ( 6 4( 8, 5 30 3 7(,0 6 3( 3 5 7(4 7 4 N 4 (9 76 (66 3 86 0( 5 4 5 4 (, 3 6 ( 9 5 6 7 7 (4 6 7 6, ( ( 3 058, (6 0 4 (4 54 ( 3 8 4( 4 4 0( 0 0 5(9 76 9 9 ( 3 7, 6 ( 0 8 5 98 6 ( (, 4 0 8 5 vd Bl n to ing h as W e ed Av Mildr 37 (3 6 7 0 ( 3 6 ( 0 6 vd Bl e Av ro alg W A S ce ni Ve 6 ( ( 7, 7 68 00 (9 4 oe nc le G, 3 ( 5 30 9(8 3 66 4(4 30 90 3 93,7 (38 ( ( 9, 4 53 TE FIGURE 8 YEAR 008 CUMULATIVE BASE PEAK HOUR TRAFFIC VOLUMES