TRAFFIC STUDY FOR THE GAFFEY POOL PROJECT LOS ANGELES, CALIFORNIA OCTOBER 2013 PREPARED FOR CITY OF LOS ANGELES, BUREAU OF ENGINEERING PREPARED BY
DRAFT TRAFFIC STUDY FOR THE GAFFEY POOL PROJECT October 2013 Prepared for: CITY OF LOS ANGELES, BUREAU OF ENGINEERING Prepared by: FEHR & PEERS 600 Wilshire Boulevard, Suite 1050 Los Angeles, California 90017 (213) 2618-3050 Ref: SM12-2577.00
TABLE OF CONTENTS 1. Introduction... 1 Project Description... 1 Study Scope... 1 2. Existing Conditions... 5 Existing Highway and Street System... 5 Existing Transit Service... 5 Existing Traffic Volumes and Levels of Service... 6 3. Traffic Projections... 11 Project Traffic Volumes... 11 Existing plus Project Traffic Projections... 14 Future Base Traffic Volumes... 14 4. Level of Service and Significant Impact Analysis... 16 Criteria for Determination of Significant Traffic Impact... 16 Level of Service Analysis... 16 Intersection Mitigation Measures... 17 5. Congestion Management Program Analysis... 19 Regional Traffic Impact Analysis... 19 Regional Transit Impact Analysis... 20 6. Summary and Conclusions... 21 APPENDICES Appendix A Traffic Counts Appendix B Intersection Turning Movement Figures Appendix C Level of Service Worksheets 1
LIST OF FIGURES Figure 1 Conceptual Site Plan... 2 Figure 2 Study Area and Analyzed Intersections... 4 Figure 3 Population Density... 12
LIST OF TABLES Table 1 Level of Service Definitions for Signalized Intersections... 7 Table 2 Level of Service Definitions for Stop-Controlled Intersections... 8 Table 3 Existing and Existing plus Project Intersection Level of Service Analysis... 10 Table 4 Estimated Persons Present and Trip Generation Estimates by Time of Day Summer Weekday Gaffey Pool... 13 Table 5 Future (Year 2016) Level of Service Analysis Results... 18
Traffic Study for the Gaffey Pool October 2013 1. Introduction Fehr & Peers conducted a traffic study to evaluate the potential traffic impacts of the proposed Gaffey Pool project, located within Angels Gate Park at 3351 Gaffey Street in the San Pedro community of Los Angeles, California. This report identifies the base data and assumptions, explains the methodologies used, and summarizes the findings of the study. The traffic impact analysis conducted for this report includes analysis of existing (2013) conditions and opening year (2016) conditions. Project Description The Gaffey Street Pool was originally constructed in 1943. The proposed project would restore and reopen the pool to public use as one of the seasonal pools operated by the City s Department of Recreation and Parks. It would be used by all ages for activities such as lap swimming, water aerobics, aquatic lessons, recreation swimming, team practice and synchronized swimming performance. The concrete seating area and changing rooms will be upgraded to meet standard bathhouse requirements. The main parking area for the facility will be west of the existing pool. Vehicular traffic will use Gaffey Street to reach Leavenworth Drive (near 36 th Street), currently the entrance to Angels Gate Park and Fort MacArthur Museum. The pool will also be accessible from Osgood Farley Road (opposite 32 nd Street). The pool will be open from June to September. Approximate hours of operation would be weekdays from 11:00 AM to 6:00 PM on weekdays and noon to 6:00 PM on weekend days. Access from the lower slope area on Gaffey Street near 33 rd Street will include stair access and a handicapped accessible ramp. Historically a stairway connected the pool with the neighborhood at the foot of the slope, and a crosswalk on Gaffey Street was present at 33 rd Street to facilitate pedestrian crossings. The conceptual site plan is illustrated in Figure 1. Study Scope The scope of work for this study was developed in conjunction with the Los Angeles Department of Transportation (LADOT). The base assumptions and technical methodologies were discussed as part of the study approach. The study analyzes potential project-generated traffic impacts on the adjacent street system for existing conditions and the opening year. The following traffic scenarios were analyzed for the weekday PM peak hour (between 3:00 and 6:00 PM): Existing (Year 2013) Conditions The analysis of existing Year 2013 traffic conditions provides a basis for the remainder of the study. The existing conditions analysis includes an assessment of streets, traffic volumes, and operating conditions. The existing traffic conditions are the baseline for assessing the significance of project impacts. Existing (Year 2013) plus Project Conditions This is an analysis of existing traffic conditions with traffic expected from the proposed project added to the traffic volumes. 1
270 (60") 230 (24") (36") (18") (18") (36") (24") (42") (18") 250 GAFFEY POOL! PRELIMINARY SITE PLAN 275 +272.5 1 +275 +272 NTE 251 TYP. +270 270 +275 +269 NTE 251 TYP. NTE 251 TYP. +267.5 +266 +263 +263 265 +259.0 +265 260 +275 FFE. 259.00 +261.5 +262.5 S 255 +262.5 280 +276.5 273 +262.5 +275.75 POOL 275 +268.25 +270.75 +273.25 NTE 2:1 TYP. NTE 2:1 TYP. +257.7 NTE 2:1 TYP. 275 LAWN +259.0 +258.75 TW 262 255 +258.75 265 260 BATH HOUSE FFE. 259.00 FFE. 259.05 FFE. 259.00 Leavenworth Dr STAFF COMMUNITY! ROOM 2 +249.0 +251.5 +254.0 +244.0 +248.5 245 +256.5 +259.0 240 +255.3 2:1 TYP. 250 +249.0 +246.5 235 +265.75 270 +255.0 +255.1 +254.5 2:1 TYP. +252.0 2:1 TYP. +249.5 +249.3 245 +241.5 +234.0 265 +257.5 260 +239.0 +236.5 230 +263.25 +262.5 +260.0 240 +231.5 235 255 +229.0 +226.5 225 NORTH G A F F E Y S T R E E T SCALE: 1" = 20'-0" 20 10 0 20 40 GRAPHIC SCALE (in feet) N Not to Scale FIGURE 1 - CONCEPTUAL SITE PLAN - GAFFEY POOL Project #\Graphics
Traffic Study for the Gaffey Pool October 2013 Opening Year (Year 2016) Conditions Future traffic conditions are projected without the proposed project in the opening year 2016. The objective of this phase of analysis is to project future traffic growth and operating conditions that could be expected to result from regional ambient growth and known cumulative projects if the proposed project were not developed. The cumulative base traffic forecasts are used to develop cumulative baseline operating conditions that provide the basis for determining project impacts. Cumulative Year (2016) plus Project Conditions This is an analysis of future traffic conditions with traffic expected from the proposed project added to the cumulative base traffic forecasts. Cumulative plus proposed project conditions were developed for years 2016. The objective of this analysis is to develop the traffic forecasts of the proposed project that are then used to identify potential impacts. The traffic study focuses on the weekday PM peak hour of traffic because it represents the worst overall traffic conditions when the project will be open, and thus has the greatest potential for impact. As illustrated in Figure 2, two intersections were identified, in consultation with LADOT, for weekday afternoon peak hour analysis as part of the scope of work for this project. 1. 32 nd Street/Barlow Saxton Road & Gaffey Street (signalized) 2. 36 th Street/Leavenworth Drive & Gaffey Street (stop-controlled) Organization of Report This report is divided into six chapters, including this introduction. Chapter 2 describes the existing conditions in the study area including an inventory of the streets, highways, 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 cumulative base and cumulative plus project and the forecasts themselves are included in Chapter 3. Chapter 4 presents an assessment of potential intersection traffic impacts generated by the proposed project. The results of the regional transportation system analysis are provided in Chapter 5. Chapter 6 summarizes the key findings and conclusions of the study. Appendices to this report include details of the technical analysis. 3
1 Leavenworth Dr 2 N Not to Scale Project #\Graphics FIGURE 2 - STUDY INTERSECTIONS - GAFFEY POOL
Traffic Study for the Gaffey Pool October 2013 2. Existing Conditions This chapter presents a description of existing roadways and traffic conditions in the study area. The assessment of conditions relevant to this study includes an inventory of the street and highway systems, traffic volumes on these facilities, and operating conditions at key intersections. A detailed description of these elements in presented in this chapter. Existing Highway and Street System The project site is in the San Pedro community of the City of Los Angeles. Primary regional access to the project area is provided by the Harbor Freeway (I-110), which terminates at Gaffey Street approximately four miles north of the project site. Local access to the project site is provided by a well-defined grid of arterial and collector roads. The primary roadway facilities in the project study area are: Gaffey Street Gaffey Street is classified as a Major Class II Highway that runs north/south in the study area. In the vicinity of the project site it provides two travel lanes and provides a connection for local and regional travel from southern San Pedro to other parts of Los Angeles. Gaffey Street in this area is residential in character; south of 32 nd Street the west side of the street adjoins Angels Gate Park. The new San Pedro Community Plan proposes to downgrade this portion Gaffey Street (between 25 th Street and Shephard Street) to a Secondary Arterial. 32nd Street and Barlow Saxton Road 32 nd Street is a local street that runs east/west from Gaffey Street to Pacific Avenue. It provides one travel lane with parking in each direction. Adjacent land uses are primarily residential. West of Gaffey Street, 32 nd Street aligns with Barlow Saxton Road, an internal roadway within Angels Gate Park which also provides secondary access to the Olguin Campus of San Pedro High School. A traffic signal controls operations at 32 nd Street/Barlow Saxton Road & Gaffey Street, and marked school crosswalks are present on the north, east and west legs. 36th Street and Leavenworth Drive 36 th Street is a local residential street that runs east/west from Gaffey Street to Pacific Avenue. It provides one travel lane with parking in each direction. West of Gaffey Street, and offset somewhat is Leavenworth Drive, an internal roadway within Angels Gate Park which would provide primary vehicular access to Gaffey Pool project. The intersection of 36 th Street/Leavenworth Drive & Gaffey Street is controlled by stop signs on the minor (east-west) approaches. Existing lane configurations at the analyzed intersections are shown in the level of service worksheets in Appendix C. Existing Transit Service The project study area is served by bus transit lines operated by the Los Angeles County Metropolitan Transportation Authority (Metro). One transit route provides service in the project vicinity: 5
Traffic Study for the Gaffey Pool October 2013 Metro Line 246 Metro Line 246 travels between the Harbor Gateway Transit Center and southern San Pedro (Paseo del Mar & Almeria Street), generally along Avalon Boulevard, John S. Gibson Boulevard, Pacific Avenue and Paseo del Mar. This line provides service from approximately 6:00 AM to 7:00 PM seven days a week, with headways of approximately 30 to 60 minutes. Existing Traffic Volumes and Levels of Service This section presents the existing peak hour turning movement traffic volumes for the analyzed intersections, describes the methodology used to assess the traffic conditions at each intersection, and analyzes the resulting operating conditions at each, indicating volume-to-capacity (V/C) ratios and level of service (LOS). Existing Traffic Volumes New traffic counts were conducted for the weekday afternoon peak period (between 3:00 and 6:00 PM) in June 2013 while school was in normal session. The existing weekday afternoon peak hour traffic volumes at the analyzed intersections are presented in Appendix B. Traffic count data sheets are provided in Appendix A. Level of Service Methodology LOS is a qualitative measure used to describe the condition of traffic flow, ranging from excellent freeflow conditions at LOS A to overloaded stop-and-go conditions at LOS F. LOS D is typically considered to be the minimum desirable level of service in urban areas. According to Traffic Study Policies and Procedures (LADOT, June 2013), this study is required to use the Critical Movement Analysis (CMA) method of intersection capacity calculation (Transportation Research Circular No. 212, Transportation Research Board, 1980) to analyze the LOS at signalized intersections, including the signalized intersection of 32 nd Street/Barlow Saxton Road & Gaffey Street. The CMA methodology determines the V/C ratio of an intersection based on the number of approach lanes, the traffic signal phasing and the traffic volumes. The signalized study intersection is by the City s Automated Traffic Surveillance and Control (ATSAC) system and, in accordance with LADOT procedures, a capacity increase of 7% was applied to reflect the benefits of ATSAC. The CMA worksheet developed by LADOT was used to implement the CMA methodology in this study. The V/C ratio is then used to find the corresponding LOS based on the definitions in Table 1. The Two-Way Stop-Controlled methodology from Highway Capacity Manual was used to determine the average vehicle control delay (in seconds) for the two-way stop-controlled study intersection 36 th Street/Leavenworth Drive & Gaffey Street. The two-way stop-controlled methodology relates intersection LOS to the delay experienced by the most constrained approach (i.e., either the northbound or southbound left turns or the eastbound or westbound approaches), rather than to the intersection as a whole. The corresponding levels of service are defined by the list in Table 2. 6
TABLE 1 LEVEL OF SERVICE DEFINITIONS FOR SIGNALIZED INTERSECTIONS Level of Service Intersection Capacity Utilization Definition A 0.000-0.600 EXCELLENT. No Vehicle waits longer than one red light and no approach phase is fully used. B 0.601-0.700 VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted within groups of vehicles. C 0.701-0.800 GOOD. Occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles. D 0.801-0.900 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. E 0.901-1.000 POOR. Represents the most vehicles intersection approaches can accommodate; may be long lines of waiting vehicles through several signal cycles. F > 1.000 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 LEVEL OF SERVICE DEFINITIONS FOR STOP-CONTROLLED INTERSECTIONS Level of Service Average Control Delay (seconds/vehicle) A < 10.0 B > 10.0 and < 15.0 C > 15.0 and < 25.0 D > 25.0 and < 35.0 E > 35.0 and < 50.0 F > 50.0 Source: Highway Capacity Manual, Transportation Research Board, 2000.
Traffic Study for the Gaffey Pool October 2013 Existing Peak Hour Levels of Service The existing weekday peak hour turning movement volumes presented in Appendix B were used in conjunction with the LOS methodology described above to determine existing operating conditions at each of the study intersections. LOS calculation worksheets are included in Appendix C. Table 3 summarizes the existing weekday afternoon peak hour V/C ratio and delay and corresponding LOS at the study intersections. The results of this analysis indicate that both of the two intersections are currently operating at good levels of service (LOS A) in the afternoon peak hour. 9
TABLE 3 EXISTING AND EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS Existing plus Project Significant Existing Base Intersection Peak Hour Project Increase Project V/C or Delay LOS V/C or Delay LOS in V/C Impact 1. Gaffey Street & Barlow Saxton Road/32nd Street * PM 0.113 A 0.129 A 0.016 NO 2. Gaffey Street & Leavenworth Drive/36th Street PM 9.9 B 10.2 B 0.3 NO * Intersection is currently operating under ATSAC system; a 7% ATSAC/ATCS credit was applied.
Traffic Study for the Gaffey Pool October 2013 3. Traffic Projections Project Traffic Volumes Development of traffic estimates for the proposed project involved a three-step process including traffic generation, trip distribution, and traffic assignment. Project Traffic Generation The number of person trips generated was estimated based on the expected use of the pool, including the types of programs and number of users. Information was provided by the City of Los Angeles Department of Recreation and Parks on the actual level of utilization at Westchester Pool (the most comparably-located seasonal pools, as they both lie within the coastal zone) and Peck Pool (the nearest City pool to the Gaffey Pool). In 2012, July was the busiest month at both existing pool, with an average of approximately 150-200 persons per day. Average daily attendance in August at Westchester Pool and Peck Pool was approximately 120-140 persons. The Gaffey Pool would be used by all ages for activities such as swim lessons, diving lessons, recreational swimming, synchronized swimming, water polo and junior lifeguard training. Total peak daily attendance at the Gaffey Pool was estimated at twice the average attendance at Westchester Pool during the busiest month, July. The vehicular trip generation estimate was derived from the number of person trips and an assumed average vehicle occupancy of 2.0 persons per vehicle, based on observations at the Westchester Pool. Some pool users will travel by bicycle or walk in from the surrounding neighborhood. The proposed stairway and handicapped access ramp would provide the most direct route for pedestrians to reach the pool. The swim facility-generated vehicular traffic was used to develop a peak hour for analysis of the afternoon peak hour of adjacent street traffic. Since vehicular trips generated on a weekend typically do not create a significant impact, only weekday volumes were analyzed. The Gaffey Pool will be open from June through September (Labor Day or shortly after), which overlaps somewhat with the normal academic year for public schools in this area. To provide a conservative analysis of potential traffic impacts, the traffic analysis combines the estimated trip generation of the Gaffey Pool during its peak month (July) and the weekday background traffic levels during the normal school year. As shown in Table 4, the project is projected to generate a total of approximately 364 vehicle trips on a peak summer weekday, including approximately 70 trips during the PM peak hour (35 inbound, 35 outbound). Project Traffic Distribution The geographic distribution of trips generated by the proposed project is dependent on characteristics of the street system serving the site, the level of accessibility of routes to and from the proposed project site, and the geographic distribution of population from which swimmers would be drawn. The trip distribution pattern used in this study was developed in consultation with LADOT and is based in part on the population density illustrated in Figure 3. This includes the following trip distribution by cardinal directions: 11
CRENSHAW BLVD PALOS VERDES DR 213 PALOS VERDES DR 110 FIGUEROA ST B ST AVALON BLVD ANAHEIM ST ALAMEDA ST PALOS VERDES DR WESTERN AVE Peck Pool (Existing) GAFFEY ST Los Angeles JOHNS GIBSON BLVD FRONT ST HARBOR BLVD 47 PALOS VERDES DR 9TH ST GAFFEY ST 25TH ST Gaffey Pool (Proposed) PASEO DEL MAR PACIFIC AVE 2 mile buffer zone Block Groups Persons per square mile Pacific Ocean 25,001 to 100,000 people 10,001 to 25,000 people 1,001 to 10,000 people 101 to 1,000 people N 100 or less people 2013 Esri Not to Scale FIGURE 3 - POPULATION DENSITY Document Path: N:\Jobs\Active\2500s\2577 - Gaffey Pool TIA\Graphics\GIS\MXD\pop.mxd
TABLE 4 ESTIMATED PERSONS PRESENT AND TRIP GENERATION ESTIMATES BY TIME OF DAY - SUMMER WEEKDAY - GAFFEY POOL Pool Users/Activity Times 10:00a-11:00a 11:00a-11:30a 11:30a-noon noon-12:30p 12:30p-1:00p 1:00p-2:00p 2:00p-3:00p 3:00p-4:00p 4:00p-4:30p 4:30p-5:00p 5:00p-5:30p 5:30p-6:00p 6:00p-6:30p 6:30p-7:00p PERSONS AND PERSON TRIPS Lessons* 11-1, 4-6 20 20 20 10 10 10 10 20 10 10 10 10 10 inbound 20 20 10 10 10 10 10 10 outbound 20 20 10 10 10 10 10 10 Team Diving 4:00p-5:00p 10 10 10 10 inbound 10 outbound 10 Team Swimming 1:00p-2:00p 10 10 10 inbound 10 outbound 10 Team Synchr. Swim 3:00p-4:00p 10 10 10 inbound 10 outbound 10 Team Water Polo noon-1:00p 10 10 10 10 inbound 10 outbound 10 Jr. Lifeguard Training 5:00p-6:00p 10 10 10 10 inbound 10 outbound 10 Recreational Swim 11:00a-6:00p 10 20 20 20 20 20 20 20 20 20 20 20 inbound 10 20 20 20 20 20 20 20 20 20 20 outbound 10 20 20 20 20 20 20 20 20 20 20 Staff 4 4 4 4 4 4 4 4 4 4 4 4 4 inbound 4 outbound 4 Total Users Present 34 44 54 44 54 54 54 64 54 54 54 44 24 0 INBOUND Person Trips inbound 34 40 40 30 30 20 30 40 30 40 30 0 0 0 OUTBOUND Person Tripsoutbound 0 10 40 40 30 40 30 20 30 30 40 30 24 0 TOTAL Person Trips 34 50 80 70 60 60 60 60 60 70 70 30 24 0 VEHICLE TRIPS INBOUND Vehicle Trips inbound 17 20 20 15 15 10 15 20 15 20 15 0 0 0 OUTBOUND Vehicle Tripsoutbound 0 5 20 20 15 20 15 10 15 15 20 15 12 0 TOTAL Vehicle Trips 17 25 40 35 30 30 30 30 30 35 35 15 12 0 NOTES: *Assumes 12 half-hour lessons are held from 11:00 to 1:00 and from 4:00 to 6:00, similar to current schedule for the Westchester Pool, and that each one has 10 students. Operating hours planned to be 11:00 am to 6:00 pm on weekdays and noon to 6:00 pm on weekend days. Times shown for the team workouts are taken from Summer 2013 program at the Westchester Pool but may not precisely reflect future programs at the Gaffey Pool. Average vehicle ridership estimated to be 2.0. PM peak hour trip generation estimated to be 70 vehicle trips in the PM peak hour (35 inbound, 35 outbound) during the peak month (July). Less activity would occur during the few weeks when school is in session.
Traffic Study for the Gaffey Pool October 2013 To/from north: 50% To/from south: 20% To/from east: 10% To/from west: 10% Project Traffic Assignment The trip generation estimates summarized in Table 4 and the distribution pattern described above were used to assign the project-generated traffic to the study intersections. Estimated project-generated afternoon peak hour traffic volumes at the analyzed intersections during a typical weekday are illustrated in Appendix B. Existing plus Project Traffic Projections The proposed project traffic volumes were added to the 2013 baseline traffic counts to develop the Existing plus Project traffic volumes. Appendix B illustrates the resulting projected Existing plus Project peak hour traffic volumes for a typical weekday PM peak hour. Future Base Traffic Volumes The future base traffic projections reflect the changes to existing traffic conditions that can be expected from three primary sources. The first source is the ambient growth in traffic, which reflects increases in traffic because of regional growth and development. The second source is traffic generated by specific development projects located within, or in the vicinity of, the study area. The third source is roadway or intersection capacity enhancements. These factors are described below. Areawide Traffic Growth Based on discussions with LADOT, it was determined that an ambient growth factor of 1.0% per year should be applied to adjust the existing base year traffic volumes to reflect the effects of regional growth and development for the 2016 project opening year. This adjustment was applied to the base Year 2013 traffic volume data to reflect the effect of ambient growth of 3.0% in Year 2016. Related Project Traffic Generation and Assignment Future base traffic forecasts include the effects of specific cumulative development projects, also called related projects, expected to be built in the vicinity of the proposed project site prior to the proposed project s future year of 2016. Following coordination with the Los Angeles Departments of Transportation and City Planning, one related project was identified in the vicinity of the study area. The related project is City Dock #1 project, located at Berths 56-60 and 70-71.within the Port of Los Angeles, approximately 1.5 miles from the project site. In 2016, that project is forecast to generate a total of 1,046 daily trips, including 96 in the PM peak hour (22 inbound, 74 outbound). A review of the trip assignment in the traffic study for that project shows that three southbound trips and one northbound 14
Traffic Study for the Gaffey Pool October 2013 trip were estimated to travel on Gaffey Street near the site of the proposed Gaffey Pool. These volumes were added to the Existing volumes after calculating ambient growth through 2016. Future Baseline Street Improvements There are currently no planned street improvements at the study locations that are scheduled to be in place by 2016. Traffic Assignment Using the estimated trip generation and trip distribution patterns described above, traffic generated by the related projects was assigned to the street network. Future Base and Future Base plus Project Traffic Projections Appendix B illustrates the future base for the Year 2016 at the analyzed intersections for weekday afternoon peak hour. The future base traffic conditions represent an estimate of future conditions without development of the proposed project. The proposed project traffic volumes were then added to the future base traffic projections to develop the future plus project traffic forecasts for the opening year 2016 scenario. These volumes are illustrated in Appendix B. 15
Traffic Study for the Gaffey Pool October 2013 4. Level of Service and Significant Impact Analysis This section presents an analysis of the existing and future, without and with project volumes 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 Existing and Future plus Project conditions to the Existing and Future Base 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 LADOT. Detailed LOS calculations for the proposed project for Existing plus Project and future year 2016 are included in Appendix C. Criteria for Determination of Significant Traffic Impact All study intersections are in the City of Los Angeles. Significance criteria established by the City of Los Angeles was used to assess the potential for significant project impacts at the study intersections. The City of Los Angeles has established threshold criteria to determine significant traffic impact of a proposed project in its jurisdiction. Under the LADOT guidelines, an intersection would be significantly impacted with an increase in V/C ratio equal to or greater than 0.04, or an increase of 6.0 seconds in delay for intersections projected to operate at LOS C after the addition of project traffic. Stricter thresholds of significance apply to intersections projected to operate at LOS D, E or F after the addition of project traffic. Intersections operating at LOS A or B after the addition of the project traffic are not considered significantly impacted regardless of the project related increase in V/C ratio or delay. The following summarizes the impact criteria: LOS Final V/C Ratio Project-related Increase in V/C C >0.700-0.800 equal to or greater than 0.040 D >0.800-0.900 equal to or greater than 0.020 E or F >0.900 equal to or greater than 0.010 LOS Final Delay Project-related Increase in V/C C >20-35 equal to or greater than 6.0 seconds D >35-55 equal to or greater than 4.0 seconds E >55-80 equal to or greater than 2.5 seconds F >80 equal to or greater than 2.5 seconds Level of Service Analysis Existing plus Project Traffic Conditions The resulting Existing plus Project peak hour traffic volumes, illustrated in Appendix B, were analyzed to determine the projected existing operating conditions with the addition of the proposed project traffic. The results of the Existing plus Project analysis are presented in Table 3. As indicated in the table, the two intersections are projected to continue operating at good levels of service during the PM peak hour. 16
Traffic Study for the Gaffey Pool October 2013 Project Intersection Impacts Existing plus Project To determine whether significant impacts would occur at the study intersections, the Existing plus Project operating conditions were compared to the existing operating conditions. As shown in Table 3, using the City of Los Angeles criteria for determination of significant impacts, under Existing plus Project conditions, the proposed project would not result in any significant impacts. Future Base (Year 2016) Traffic Conditions The 2016 cumulative and cumulative plus project peak hour traffic volumes illustrated in Appendix B were analyzed to determine the projected future operating conditions without and with the addition of the proposed project traffic. As indicated in Table 5, both study intersections are projected to continue operating at good levels of service during the PM peak hour. Project Intersection Impacts Year 2016 To determine whether significant impacts would occur at the study intersections, the 2016 plus project operating conditions were compared to the 2016 base operating conditions. As shown in Table 5, using the City of Los Angeles criteria for determination of significant impacts, the proposed project would not result in any significant impacts. Intersection Mitigation Measures The aforementioned traffic impact analysis determined that the proposed project will not result in any significant traffic impacts. As such, no mitigation measures are needed. 17
TABLE 5 2016 PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS 2016 plus Project Significant 2016 Base Intersection Peak Hour Project Increase Project V/C LOS V/C LOS in V/C Impact 1. Gaffey Street & Barlow Saxton Road/32nd Street * PM 0.181 A 0.205 A 0.024 NO 2. Gaffey Street & Leavenworth Drive/36th Street PM 10.0 B 10.2 B 0.2 NO * Intersection will operate under ATSAC and ATCS systems; a 10% ATSAC/ATCS credit was applied.
Traffic Study for the Gaffey Pool October 2013 5. Congestion Management Program Analysis This chapter presents the regional transportation system impact analysis conducted in accordance with the procedures outlined in 2010 Congestion Management Program for Los Angeles County (Metro, October 2010). Regional Traffic Impact Analysis The CMP guidelines require that the first issue to be addressed is the determination of the geographic scope of the study area. The criteria for determining the study area for CMP arterial monitoring intersections and for freeway monitoring locations are: All CMP arterial monitoring intersections where the proposed project will add 50 or more trips during either the AM or PM peak hours of adjacent street traffic. All CMP mainline freeway monitoring locations where the proposed project will add 150 or more trips, in either direction, during either the AM or PM peak hours. The CMP traffic impact analysis guidelines establish that a significant project impact occurs when the following threshold is exceeded: The proposed project increases traffic demand on a CMP facility by 2% of capacity (V/C 0.02), causing LOS F (V/C > 1.00). If the facility is already at LOS F, a significant impact occurs when the proposed project increases traffic demand on a CMP facility by 2% of capacity (V/C 0.02). Arterial Monitoring Station Analysis The CMP arterial monitoring stations nearest to the project study area include: Gaffey Street & Ninth Street Western Avenue & Ninth Street According to the incremental project trip generation estimates developed in Chapter 3 and the project only traffic volumes illustrated in Appendix B, the proposed project is not expected to add sufficient new traffic to exceed the analysis criteria at these locations. No further analysis of CMP arterial intersections is required and CMP arterial intersection impacts are considered to be less than significant. Freeway Mainline Monitoring Station Analysis This section presents an analysis of potential project impacts on the regional transportation system. This analysis was conducted in accordance with the transportation impact analysis procedures outlined in the CMP. The CMP mainline freeway monitoring location nearest to the project site is I-110 at C Street. 19
Traffic Study for the Gaffey Pool October 2013 The project s total estimated trip generation is less than 150 trips in any peak hour, thus the project would add fewer than 150 vehicle trips through these arterial monitoring stations. No further analysis of CMP arterial intersections is required and CMP arterial intersection impacts are considered to be less than significant. Regional Transit Impact Analysis Potential increases in transit person trips generated by the proposed project were estimated as follows. Section B.8.4 of the CMP provides a methodology for estimating the number of transit trips expected to result from a proposed project based on the projected number of vehicle trips. The CMP requires that the transit impact analysis include local services within ¼ mile of the project and express bus and rail routes within two miles of the project. Potential increases in transit person trips generated by the proposed project were evaluated based on the CMP methodology. This methodology assumes an Average Vehicle Ridership (AVR) factor of 1.4 to estimate the number of person trips to and from the project and then provides guidance regarding the percent of person trips assigned to public transit depending on the type of use (commercial/other; residential) and its proximity to transit services. There is one fixed-route transit line (Metro 246) within ¼ mile of the project area. Assuming an average bus seating capacity of 30 to 40 seats, the total number of seats during peak hours can range from 60 to 80. The proposed project could generate as many as 70 trips during a weekday PM peak hour. Multiplying the weekday PM peak hour trips by an AVR of 1.4 estimates that the proposed project could generate a total of 98 person trips. Based on parameters in the CMP, a factor of 3.5% was applied to person trips generated to estimate transit trips. The project may therefore generate approximately four or fewer transit trips in the peak hour. The CMP does not have a threshold for determining the significance of impacts on the transit system, however, at these levels, project-related impacts on the regional transit system would not be considered significant. 20
Traffic Study for the Gaffey Pool October 2013 6. Summary and Conclusions This study was undertaken to analyze the potential for traffic impacts resulting from the proposed improvements to the existing Gaffey Pool in the San Pedro community of Los Angeles, California. The key findings and conclusions of the study are summarized below: The proposed project would restore an existing outdoor swimming pool and re-open it for public use as one of the seasonal pools operated by the Department of Recreation and Parks from June to September. Improvements would also be made to the concrete seating area and changing rooms. Parking would be provided west of the existing pool. Vehicular traffic will reach the site primarily from Gaffey Street and Leavenworth Drive or Osgood Farley Road. Access will also be available from Alma Street west of the site. Pedestrian access is proposed to be provided along those routes and also by a staircase and handicapped accessible ramp to Gaffey Street at 33 rd Street. A stairway was located there when the pool was formerly in public use and a crosswalk on Gaffey Street was present at 33 rd Street to facilitate pedestrian crossings. The project is estimated to generate a total of approximately 364 daily vehicle trips, including approximately 70 trips in the PM peak hour. Detailed intersection capacity and operation analyses were conducted at two intersections in the vicinity of the project site for the weekday afternoon peak hour (between 3:00 to 6:00 PM). Both intersections are operating at good levels of service (LOS A and B). Potential traffic impacts were assessed against Existing conditions and against Cumulative (2016) conditions and it was determined that the project would result in less than significant impacts, based on the City s significant impact criteria. Impacts to CMP roadway and transit facilities were also found to be less than significant. 21
REFERENCES Congestion Management Program for Los Angeles County, Los Angeles County Metropolitan Transportation Authority, October 2010. Traffic Study Policies and Procedures, Los Angeles Department of Transportation, June, 2013. Transportation Research Circular No. 212, Interim Materials on Highway Capacity, Transportation Research Board, 1980. Traffic Study for the City Dock #1 Development Environmental Impact Statement/Environmental Impact Report, Fehr & Peers, May 2012. 2000 Highway Capacity Manual, Transportation Research Board, 2000.
APPENDIX A: TRAFFIC COUNTS
City Of Los Angeles Department Of Transportation MANUAL TRAFFIC COUNT SUMMARY STREET: North/South East/West Gaffey St Barlow Saxton Rd_32nd St Day: TUESDAY Date: June 5, 2013 Weather: SUNNY Hours: 3-6PM Chekrs: NDS School Day: YES District: I/S CODE N/B S/B E/B W/B DUAL- WHEELED 5 3 0 0 BIKES 0 0 0 1 BUSES 4 0 0 0 N/B TIME S/B TIME E/B TIME W/B TIME PM PK 15 MIN 50 15.30 66 15.30 19 15.15 10 15.00 PM PK HOUR 173 15.30 240 15.30 42 15.00 28 17.00 NORTHBOUND Approach SOUTHBOUND Approach TOTAL XING S/L XING N/L Hours Lt Th Rt Total Hours Lt Th Rt Total N-S Ped Sch Ped Sch 15-16 0 159 2 161 15-16 35 170 25 230 391 1 0 1 0 16-17 2 161 2 165 16-17 34 180 13 227 392 0 0 0 0 17-18 4 140 3 147 17-18 35 184 16 235 382 0 0 0 0 TOTAL 6 460 7 473 TOTAL 104 534 54 692 1165 123 1 36 3 EASTBOUND Approach WESTBOUND Approach TOTAL XING W/L XING E/L Hours Lt Th Rt Total Hours Lt Th Rt Total E-W Ped Sch Ped Sch 15-16 38 4 0 42 15-16 0 1 26 27 69 1 0 7 0 16-17 18 2 1 21 16-17 2 1 23 26 47 0 0 4 0 17-18 20 4 3 27 17-18 4 6 18 28 55 1 0 2 0 TOTAL 76 10 4 90 TOTAL 6 8 67 81 171 149 0 81 0
Project ID: CA13_5318_001 NS/EW Streets: City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Gaffey St Gaffey St CARS PM Barlow Saxton Rd_32nd St NORTHBOUND SOUTHBOUND EASTBOUND Day: WEDNESDAY Date: 6/5/2013 Barlow Saxton Rd_32nd St WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 3:00 PM 0 37 0 5 35 12 14 1 0 0 0 10 114 3:15 PM 0 33 0 8 40 5 17 2 0 0 0 7 112 3:30 PM 0 47 1 17 46 3 1 1 0 0 0 4 120 3:45 PM 0 39 1 4 49 5 6 0 0 0 1 5 110 4:00 PM 0 37 1 5 39 6 7 0 0 2 1 5 103 4:15 PM 1 43 0 9 54 1 3 0 0 0 0 7 118 4:30 PM 0 36 1 11 38 2 5 1 0 0 0 6 100 4:45 PM 1 43 0 8 48 4 3 1 1 0 0 5 114 5:00 PM 0 33 1 10 45 3 0 0 1 1 3 2 99 5:15 PM 3 34 1 13 38 9 12 0 2 1 1 4 118 5:30 PM 0 42 1 7 46 1 5 3 0 2 0 4 111 5:45 PM 1 27 0 5 55 3 3 1 0 0 2 8 105 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 6 451 7 102 533 54 76 10 4 6 8 67 1324 APPROACH %'s : 1.29% 97.20% 1.51% 14.80% 77.36% 7.84% 84.44% 11.11% 4.44% 7.41% 9.88% 82.72% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 300 PM TOTAL PEAK HR VOL : 0 156 2 34 170 25 38 4 0 0 1 26 456 PEAK HR FACTOR : 0.823 0.867 0.553 0.675 0.950 CONTROL : 1-Way Stop (WB)
PREPARED BY NATIONAL DATA & SURVEYING SERVICES PROJECT#: N/S Street: E/W Street: DATE: CA13_5318_001 Gaffey St Barlow Saxton Rd_32nd St 6/5/2013 DAY: WEDNESDAY CITY: City of San Pedro P M Adult Pedestrians School-Aged Pedestrians TIME NORTH LEG SOUTH LEG EAST LEG WEST LEG NORTH LEG SOUTH LEG EAST LEG WEST LEG TIME EB WB EB WB NB SB NB SB EB WB EB WB NB SB NB SB 3:00 PM 0 0 0 0 2 1 0 0 3:00 PM 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 3:30 PM 0 1 1 0 0 0 0 1 3:30 PM 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 2 2 0 0 3:45 PM 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 4 0 0 4:00 PM 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 1 0 1 0 5:00 PM 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 1 0 0 5:45 PM 0 0 0 0 0 0 0 0 TOTALS 0 1 1 0 5 8 1 1 TOTALS 0 0 0 0 0 0 0 0
Project ID: CA13_5318_001 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NS/EW Streets: Gaffey St Gaffey St Barlow Saxton Rd_32nd St Barlow Saxton Rd_32nd St NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 1 1 APPROACH %'s : 0.00% 0.00% 100.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 300 PM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 1 1 PEAK HR FACTOR : 0.000 0.000 0.000 0.250 0.250 CONTROL : 1-Way Stop (WB) BIKES PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Project ID: CA13_5318_001 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 4 0 0 0 0 0 0 0 0 0 0 4 APPROACH %'s : 0.00% 100.00% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 300 PM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 CONTROL : 1-Way Stop (WB) BUSES NS/EW Streets: Gaffey St Gaffey St Barlow Saxton Rd_32nd St Barlow Saxton Rd_32nd St PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Project ID: CA13_5318_001 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 3:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 4:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 5 0 2 1 0 0 0 0 0 0 0 8 APPROACH %'s : 0.00% 100.00% 0.00% 66.67% 33.33% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 300 PM TOTAL PEAK HR VOL : 0 3 0 1 0 0 0 0 0 0 0 0 4 PEAK HR FACTOR : 0.375 0.250 0.000 0.000 0.500 CONTROL : 1-Way Stop (WB) HEAVY TRUCKS NS/EW Streets: Gaffey St Gaffey St Barlow Saxton Rd_32nd St Barlow Saxton Rd_32nd St PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Project ID: CA13_5318_001 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 3:00 PM 0 38 0 5 35 12 14 1 0 0 0 10 115 3:15 PM 0 33 0 8 40 5 17 2 0 0 0 7 112 3:30 PM 0 49 1 17 46 3 1 1 0 0 0 4 122 3:45 PM 0 39 1 5 49 5 6 0 0 0 1 5 111 4:00 PM 0 37 1 5 40 6 7 0 0 2 1 5 104 4:15 PM 1 44 0 9 54 1 3 0 0 0 0 7 119 4:30 PM 0 37 1 11 38 2 5 1 0 0 0 6 101 4:45 PM 1 43 0 9 48 4 3 1 1 0 0 5 115 5:00 PM 0 35 1 10 45 3 0 0 1 1 3 2 101 5:15 PM 3 35 1 13 38 9 12 0 2 1 1 4 119 5:30 PM 0 42 1 7 46 1 5 3 0 2 0 4 111 5:45 PM 1 28 0 5 55 3 3 1 0 0 2 8 106 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 6 460 7 104 534 54 76 10 4 6 8 67 1336 APPROACH %'s : 1.27% 97.25% 1.48% 15.03% 77.17% 7.80% 84.44% 11.11% 4.44% 7.41% 9.88% 82.72% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 300 PM TOTAL PEAK HR VOL : 0 159 2 35 170 25 38 4 0 0 1 26 460 PEAK HR FACTOR : 0.805 0.871 0.553 0.675 0.943 CONTROL : 1-Way Stop (WB) TOTALS NS/EW Streets: Gaffey St Gaffey St Barlow Saxton Rd_32nd St Barlow Saxton Rd_32nd St PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
City Of Los Angeles Department Of Transportation MANUAL TRAFFIC COUNT SUMMARY STREET: North/South East/West Gaffey St Leavenworth Dr Day: TUESDAY Date: June 5, 2013 Weather: SUNNY Hours: 3-6PM Chekrs: NDS School Day: YES District: I/S CODE N/B S/B E/B W/B DUAL- WHEELED 7 1 1 0 BIKES 1 0 1 0 BUSES 4 0 0 0 N/B TIME S/B TIME E/B TIME W/B TIME PM PK 15 MIN 46 15.30 55 16.15 6 15.00 5 15.30 PM PK HOUR 164 15.15 187 17.00 21 15.00 12 17.00 NORTHBOUND Approach SOUTHBOUND Approach TOTAL XING S/L XING N/L Hours Lt Th Rt Total Hours Lt Th Rt Total N-S Ped Sch Ped Sch 15-16 12 142 9 163 15-16 9 137 23 169 332 0 0 0 0 16-17 4 139 6 149 16-17 12 156 7 175 324 0 0 1 0 17-18 4 130 4 138 17-18 12 174 1 187 325 2 0 0 0 TOTAL 20 411 19 450 TOTAL 33 467 31 531 981 124 1 36 3 EASTBOUND Approach WESTBOUND Approach TOTAL XING W/L XING E/L Hours Lt Th Rt Total Hours Lt Th Rt Total E-W Ped Sch Ped Sch 15-16 11 0 10 21 15-16 1 1 9 11 32 0 0 1 2 16-17 9 0 8 17 16-17 1 0 6 7 24 1 0 3 1 17-18 3 0 2 5 17-18 0 0 12 12 17 0 0 4 5 TOTAL 23 0 20 43 TOTAL 2 1 27 30 73 148 0 76 8
Project ID: CA13_5318_002 NS/EW Streets: City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Gaffey St Gaffey St CARS NORTHBOUND SOUTHBOUND EASTBOUND PM Leavenworth Dr Day: WEDNESDAY Date: 6/5/2013 Leavenworth Dr WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 1 0 1 1 0 0 1 0 0 1 0 3:00 PM 3 30 2 2 32 4 3 0 3 0 0 2 81 3:15 PM 4 33 4 0 34 6 2 0 2 0 0 2 87 3:30 PM 2 41 2 6 31 8 2 0 3 1 1 3 100 3:45 PM 2 35 1 1 40 5 4 0 2 0 0 2 92 4:00 PM 0 34 2 1 34 3 3 0 2 0 0 2 81 4:15 PM 2 38 1 4 50 1 1 0 1 0 0 1 99 4:30 PM 1 31 0 4 30 2 2 0 1 1 0 1 73 4:45 PM 1 34 2 3 42 0 3 0 3 0 0 2 90 5:00 PM 2 30 0 4 41 0 2 0 0 0 0 4 83 5:15 PM 2 31 3 5 38 1 1 0 2 0 0 1 84 5:30 PM 0 37 0 1 45 0 0 0 0 0 0 4 87 5:45 PM 0 28 1 2 50 0 0 0 0 0 0 3 84 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 19 402 18 33 467 30 23 0 19 2 1 27 1041 APPROACH %'s : 4.33% 91.57% 4.10% 6.23% 88.11% 5.66% 54.76% 0.00% 45.24% 6.67% 3.33% 90.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 330 PM TOTAL PEAK HR VOL : 6 148 6 12 155 17 10 0 8 1 1 8 372 PEAK HR FACTOR : 0.889 0.836 0.750 0.500 0.930 CONTROL : 2-Way Stop (EB/WB)
PREPARED BY NATIONAL DATA & SURVEYING SERVICES PROJECT#: N/S Street: E/W Street: DATE: CA13_5318_002 Gaffey St Leavenworth Dr 6/5/2013 DAY: WEDNESDAY CITY: City of San Pedro P M Adult Pedestrians School-Aged Pedestrians TIME NORTH LEG SOUTH LEG EAST LEG WEST LEG NORTH LEG SOUTH LEG EAST LEG WEST LEG TIME EB WB EB WB NB SB NB SB EB WB EB WB NB SB NB SB 3:00 PM 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 1 0 0 0 3:15 PM 0 0 0 0 2 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 1 0 0 4:15 PM 0 0 0 0 0 1 0 0 4:30 PM 0 0 0 0 0 1 0 0 4:30 PM 0 0 0 0 0 0 0 0 4:45 PM 1 0 0 0 1 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 1 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 1 0 0 0 5:15 PM 0 0 0 0 0 5 0 0 5:30 PM 0 0 0 1 1 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 0 0 1 0 0 5:45 PM 0 0 0 0 0 0 0 0 TOTALS 1 0 1 1 5 3 1 0 TOTALS 0 0 0 0 2 6 0 0
Project ID: CA13_5318_002 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 1 0 0 0 0 0 0 1 0 0 0 2 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 330 PM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 1 0 0 0 1 PEAK HR FACTOR : 0.000 0.000 0.250 0.000 0.250 CONTROL : 2-Way Stop (EB/WB) BIKES NS/EW Streets: Gaffey St Gaffey St Leavenworth Dr Leavenworth Dr PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Project ID: CA13_5318_002 City: City of San Pedro Intersection Turning Movement Prepared by: National Data & Surveying Services Day: WEDNESDAY Date: 6/5/2013 NS/EW Streets: Gaffey St Gaffey St Leavenworth Dr Leavenworth Dr NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0 0 0 0 0 0 0 0 0 0 0 0 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 4 0 0 0 0 0 0 0 0 0 0 4 APPROACH %'s : 0.00% 100.00% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 330 PM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 CONTROL : 2-Way Stop (EB/WB) BUSES PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND