FOCUSED TRAFFIC REPORT VVSD ESCONDIDO Escondido, California December 18, 2014 LLG Ref. 3-14-2404
EXECUTIVE SUMMARY The Veterans Village of San Diego (VVSD) Escondido residential project ( Project ) is a proposed smart growth expansion of an existing multi-family residential project located east of S. Escondido Boulevard and south of W. 15 th Avenue in the City of Escondido. Current and proposed parking is located on-site. Driveway access is via two existing full-access unsignalized intersections: one to S. Escondido Boulevard and one to W. 15 th Avenue. The Project proposes to renovate the existing site containing 10 multifamily units to provide a total of 54 units in a three story building. In addition, a small retail space (1,500 SF) housing a daytime delicatessen-type land use is proposed to provide employment for residents, and to allow compliance with the City s recent General Plan update land uses for this planning area. No changes to the Project s unsignalized access to W. 15 th Avenue and S. Escondido Boulevard are proposed. Using published SANDAG trip generation rates approved for use by the City of Escondido, the net increase of 44-units due to the Project would generate 416 weekday average daily trips (ADT) with 74 inbound/ 73 outbound trips during the AM peak hour, and 78 inbound/ 78 outbound trips during the PM peak hour. This focused traffic report provides discussion and evaluation of the existing street system (specifically operations at the adjacent S. Escondido Boulevard/ W. 15 th Street intersection and Project driveways), and compliance with the City s traffic study manual requirements as the City s parking codes. A nearterm cumulative analysis was also included, compiled from other pending projects in the area. Using analysis methodologies approved by the City of Escondido, the study s results show that the adjacent signalized intersection and unsignalized driveways would continue to operate at LOS B or better with the addition of both Project and cumulative projects traffic volumes. Adjacent segments of S. Escondido Boulevard currently operate at LOS E and F, and would continue to operate at subacceptable LOS without or with the Project. The Project impacts do not exceed the City s published thresholds of significance, and no mitigation measures are required. The Project meets the City s parking code requiring 84 spaces. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 ii N:\2404\First Submittal\2404.First Submittal.doc
TABLE OF CONTENTS SECTION PAGE 1.0 Introduction... 1 2.0 Project Description... 3 2.1 Project Location... 3 2.2 Project Description... 3 2.3 Project Access... 3 3.0 Existing Conditions... 5 3.1 Existing Transportation Conditions... 5 3.2 Existing Traffic Volumes... 6 4.0 Analysis Approach and Methodology... 9 4.1 City of Escondido - Approach... 9 4.2 City of Escondido Methodology... 10 5.0 Significance Criteria... 11 6.0 Analysis of Existing Conditions... 12 6.1 Peak Hour Intersection Operations... 12 6.2 Daily Street Segment Operations... 12 7.0 Trip Generation/Distribution/Assignment... 14 7.1 Trip Generation... 14 7.2 Trip Distribution/Assignment... 15 8.0 Near Term Conditions... 19 8.1 Description of Cumulative Projects... 19 9.0 Analysis of Near-Term Scenarios... 23 9.1 Existing + Project... 23 9.1.1 Intersection Analysis... 23 9.1.2 Daily Segment Operations... 23 9.2 Existing + Cumulative Growth... 23 9.2.1 Intersection Analysis... 23 9.2.2 Daily Segment Operations... 23 9.3 Existing + Project + Cumulative Growth... 23 9.3.1 Intersection Analysis... 23 9.3.2 Daily Segment Operations... 23 10.0 Summary of Impacts/ Mitigation Measures... 26 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 iii N:\2404\First Submittal\2404.First Submittal.doc
APPENDICES APPENDIX A. Intersection and Segment Volume Data B. Intersection Methodology and Near-Term Analysis Sheets C. City of Escondido Roadway Classification Tables LIST OF FIGURES SECTION FIGURE # FOLLOWING PAGE Figure 1 1 Vicinity Map... 2 Figure 2 1 Site Plan... 4 Figure 3 1 Existing Conditions Diagram... 7 Figure 3 2 Existing Traffic Volumes... 8 Figure 7 1 Project Traffic Distribution... 16 Figure 7 2 Project Traffic Volumes... 17 Figure 7 3 Existing + Project Traffic Volumes... 18 Figure 8 1 Cumulative Growth Traffic Volumes... 20 Figure 8 2 Existing + Cumulative Growth Traffic Volumes... 21 Figure 8 3 Existing + Project + Cumulative Growth Traffic Volumes... 22 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 iv N:\2404\First Submittal\2404.First Submittal.doc
LIST OF TABLES SECTION TABLE # PAGE Table 3 1 Existing Traffic Volumes... 6 Table 4 1 Traffic Impact Analysis ADT Thresholds for Inclusion of Roadway Segments... 10 Table 4 2 Traffic Impact Analysis ADT Thresholds for Inclusion of Intersections... 10 Table 5 1 City of Escondido Traffic Impact Significance Thresholds... 11 Table 6 1 Existing Intersection Operations... 12 Table 6 2 Existing Street Segment Operations... 13 Table 7 1 Weekday Project Trip Generation... 15 Table 9 1 Near-Term Intersection Operations... 24 Table 9 2 Near-Term Street Segment Operations... Error! Bookmark not defined. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 v N:\2404\First Submittal\2404.First Submittal.doc
FOCUSED TRAFFIC REPORT VVSD ESCONDIDO Escondido, California December 18, 2014 1.0 INTRODUCTION Linscott, Law and Greenspan, Engineers (LLG) have prepared the following focused traffic report for the residential project (Project), which proposes to expand and improve an existing veteran-oriented residential development. The Project site is located on the southeast corner of the intersection of S. Escondido Boulevard and W. 15 th Avenue in the City of Escondido. Figure 1 1 shows the Project vicinity. The focused traffic report includes the following: Project Description Existing Conditions Analysis Approach and Methodology Significance Criteria Analysis of Existing Conditions Project Trip Generation/Distribution/Assignment Near-Term Conditions Analysis of Near-term Scenarios Summary of Impacts/ Mitigation Measures LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 1 N:\2404\First Submittal\2404.First Submittal.doc
OCEANSIDE VISTA Legend City PACIFIC O C E A N Boundary Incorporated Unincorporated SOLANA BEACH N:\2404\Figures Date: 12/16/14 5 CARLSBAD DEL MAR ENCINITAS }78 805 SAN DIEGO 5 15 8 CORONADO SAN MARCOS }56 }163 }52 }75 1 }15 ESCONDIDO NATIONAL CITY [_ PROJECT SITE 15 }94 POWAY LA MESA LEMON GROVE }54 }125 }125 SANTEE }94 }67 EL CAJON 8 [ 0 2 4 Miles Figure 1-1 Vicinity Map
2.0 PROJECT DESCRIPTION 2.1 Project Location The Project is located at an existing site east of S. Escondido Boulevard, south of W. 15 th Avenue in the City of Escondido. There are currently 10 existing multi-family units operated by VVSD. 2.2 Project Description VVSD is proposing the development of affordable housing with a preference towards veterans and retail at 1540 S. Escondido Blvd, The Project will consist of three stories of affordable housing for low income veteran families. Sixty percent of the units will be targeted at 50% or below area median income (AMI); forty percent of the units at 60% or below AMI. On the 2 nd and 3 rd stories, 54 apartments will be developed to house low income veteran families. All of these apartments will be reserved for veterans earning at or below 60% AMI, including 60% of the units targeted at 50% or below AMI. First floor uses are proposed to be approximately 1,500 square feet of retail space for a delicatessen-type food business (day use) that will employ graduates of the VVSD s Culinary Arts program. 2.3 Project Access The Project site is currently developed with the same land uses as proposed, and is served via two existing full-access driveways; one to S. Escondido Boulevard, and one to W. 15 th Avenue. No changes to project access are proposed. Figure 2 1 shows the Project s Site Plan. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 3 N:\2404\First Submittal\2404.First Submittal.doc
W. 15th Ave S. Escondido Blvd N:\2404\Figures Date: 12/16/14 Figure 2-1 Project Traffic Distribution
3.0 EXISTING CONDITIONS Effective evaluation of the traffic impacts associated with the proposed Project requires an understanding of the existing transportation system within the Project study area. Figure 3 1 shows an existing conditions diagram, including signalized/unsignalized intersections and lane configurations. The study area was determined in accordance with the City of Escondido s published Traffic Impact Analysis Requirement Guidelines (2014). Further details on the City s guidelines for developing the study area can be found in Section 4.0 of this report. The study area includes the following three (3) intersections and three (3) street segments. Intersections: 1. S. Escondido Boulevard/ W. 15 th Avenue (signalized) 2. S. Escondido Boulevard/ Project Driveway (unsignalized) 3. W. 15 th Avenue/ Project Driveway (unsignalized) Segments: 1. S. Escondido Boulevard north of W. 15 th Avenue 2. S. Escondido Boulevard south of W. 15 th Avenue 3. W. 15 th Avenue east of S. Escondido Boulevard 3.1 Existing Transportation Conditions The following is a brief description of the streets in the Project area. Roadway classifications and operational capacities are taken from the City of Escondido s General Plan Mobility Element (2011). S. Escondido Boulevard is a north/south facility within the City of Escondido. In the immediate Project vicinity, it is constructed as a two-lane undivided roadway with a posted speed limit of 35 mph. North of W. 15 th Avenue, S. Escondido Boulevard is classified as a Collector, and provides a two-way left-turn lane with curbside parking. South of W. 15 th Avenue, S. Escondido Boulevard is classified as a Collector, and transitions from a 2-lane roadway to a 4-lane roadway south of the Project s driveway. This 4-lane portion is divided with a striped centerline, and provides for curbside parking. Bus stops are provided in both directions, just south of W. 15 th Avenue. W. 15 th Avenue is classified as a Local Collector on the City of Escondido s General Plan Circulation Element. In the vicinity of the Project, W. 15 th Avenue is constructed as a two-lane undivided roadway with residential fronting. No speed limit is posted in the project vicinity. Parking is prohibited in both directions of W. 15 th Avenue adjacent to the Project site. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 5 N:\2404\First Submittal\2404.First Submittal.doc
3.2 Existing Traffic Volumes Development of this focused traffic report occurred in late November and early December, when holiday schedules and weather events occurred that negated the opportunity to collect defensible data at the S. Escondido Boulevard/ W. 15th Avenue signalized intersection. However, recent data from a nearby cumulative project was available for the adjacent S. Escondido Boulevard/ W. Felicita Avenue signalized intersection located one block south. This data was collected in September of 2014, when schools were in session and weather was clear. Both W. 15th Avenue and W. Felicita Avenue are classified as Local Collector roadways on the City of Escondido s General Plan Circulation Element, and both intersect S. Escondido Boulevard at signalized intersections. As such, volume patterns such as K and D factors at the W. Felicita Avenue intersection are considered generally representative of those at W. 15th Avenue. LLG utilized ADT volumes on S. Escondido Boulevard and W. 15th Avenue from SANDAG, and made adjustments based on known growth in the area to develop 2014 ADT volumes. The known K and D factors from the adjacent 2014 counts were utilized to develop peak hour volumes and ADTs at the W. 15th Avenue intersection. Table 3 1 is a summary of the ADTs utilized in this report. Again, these volumes account for schools in session. Figure 3 2 shows the Existing Traffic Volumes. Appendix A contains the volume sheets used to develop intersection and segment volumes. Street Segment TABLE 3 1 EXISTING TRAFFIC VOLUMES Existing Classification ADT a S. Escondido Boulevard North of W. 15 th Avenue Local Collector 14,400 South of W. 15 th Avenue Local Collector 15,300 W. 15 th Avenue East of S. Escondido Boulevard Local Collector 1,700 Footnotes: a. Average Daily Traffic Volume counts based on volumes collected in September 2014 commissioned by LLG Engineers. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 6 N:\2404\First Submittal\2404.First Submittal.doc
2U!( 1!( 2!( 3 * Êe ee S. Escndido Bl * W. 15th Ave!$ S. Escndido Bl Proj Dwy!$ Proj Dwy W. 15th Ave 1 2U 2U 2U 3 2 Project Site S. Maple St Orange Pl # Number of Travel Lanes D / U Divided / Undivided Roadway Two-Way Left Turn Lane Turn Lane Configurations Intersection Control Sneaker Lane * No Parking 4U S. Escondido Bl Bus Stop N:\2404\Figures Date: 12/16/14 Figure 3-1 Existing Conditions Diagram
!( 1!( 2!( 3 4 / 11 604 / 377 11 / 30 5 / 9 5 / 2 36 / 22 S. Escndido Bl 5 / 12 5 / 2 1 / 0 71 / 44 2 / 1 81 / 58 W. 15th Ave 484 / 443 0 / 1 24 / 26 400 / 440 47 / 52 S. Escndido Bl 471 / 518 1 / 2 Proj Dwy 63 / 84 0 / 1 Proj Dwy 1 / 0 W. 15th Ave 14,400 3 1,700 1 2 Project Site S. Maple St 15,300 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 3-2 Existing Traffic Volumes
4.0 ANALYSIS APPROACH AND METHODOLOGY 4.1 City of Escondido - Approach Level of service (LOS) is the term used to denote the different operating conditions which occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, freedom to maneuver, and safety. LOS provides an index to the operational qualities of a roadway segment or an intersection. LOS designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. LOS designation is reported differently for signalized intersections, unsignalized intersections and roadway segments. The City of Escondido s recently published Traffic Impact Analysis Guidelines provide the following direction on report approach and methodology: 1. The traffic study should include a SANDAG prepared Select Zone Assignment for the project to determine the project traffic distribution. 2. The traffic study should utilize the Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region (April 2002) published by SANDAG, to determine the project traffic volume. 3. Traffic should utilize the following scenarios to determine project traffic impacts at intersections and along roadway segments. a. Existing Condition (based on new traffic counts) b. Existing + Project Traffic Condition c. Existing + Cumulative Projects Traffic Condition d. Existing + Cumulative Projects + Project Traffic Condition e. Year 2035 Traffic Condition 4. Highway Capacity Manual (HCM Year 2010) should be utilized to determine LOS for intersections. 5. The study area should include at least all site access points and major intersections (signalized and unsignalized) adjacent to the site. The tables below contain the trigger-points to identify if a roadway segment or intersection should be included in the Traffic Impact Analysis. Table 4 1 below contains the trigger-points for the inclusion of roadway segments within the study area for different street classifications based on ADT added to the segment. Table 4 2 below contains the trigger-points for the inclusion of intersections based on peak hour volumes. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 9 N:\2404\First Submittal\2404.First Submittal.doc
TABLE 4 1 TRAFFIC IMPACT ANALYSIS ADT THRESHOLDS FOR INCLUSION OF ROADWAY SEGMENTS Street Classification Lanes Cross Sections (ft.) TIA Trigger-Points (ADT generation) Prime Arterial Major Road Collector (8 lanes) 116/136 (NP) 900 (6 lanes) 106/126 (NP) 800 (6 lanes) 90/110 (NP) 700 (4 lanes) 82/102 (NP) 500 (4 lanes) 64/84 (NP) 500 (4 lanes) (WP) 250 Local Collector and all other (2 lanes) 42/66 (NP) (WP) 200 TABLE 4 2 TRAFFIC IMPACT ANALYSIS ADT THRESHOLDS FOR INCLUSION OF INTERSECTIONS Intersection Classification (Minor leg of the intersection) TIA Trigger-Points (AM or PM peak hour trips added to any leg) Prime Arterial 50 Major Road 40 Collector 30 Local Collector 20 [DISCUSS SIZE OF PROJECT & CONSISTENCY W/ZONING, EXPLAIN WHY FOCUSED AND WHAT IS INCLUDED] 4.2 City of Escondido Methodology This traffic analysis includes intersections and street segments in the City of Escondido, which utilizes the published HCM methodology for evaluating signalized and unsignalized intersections. LOS criteria for Circulation Element roadways is based on published capacity tables. The following is a discussion of the these methodologies: Signalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay was determined utilizing the methodology found in Chapter 18 of the 2010 Highway Capacity Manual (HCM), with the assistance of the Synchro (version 8) computer software. The delay values (represented in seconds) were qualified with a corresponding intersection LOS. Signalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix B. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 10 N:\2404\First Submittal\2404.First Submittal.doc
Unsignalized intersections were analyzed under AM and PM peak hour conditions. Average vehicle delay and LOS was determined based upon the procedures found in Chapters 19 and 20 of the 2010 Highway Capacity Manual (HCM), with the assistance of the Synchro (version 8) computer software. Unsignalized intersection calculation worksheets and a more detailed explanation of the methodology are attached in Appendix B. Daily street segment analysis is based upon the comparison of daily traffic volumes (ADTs) to the City of Escondido Roadway Classification, Level of Service, and ADT Table. This table provides segment capacities for different street classifications based on traffic volumes and roadway characteristics. These tables are contained in Appendix C. 5.0 SIGNIFICANCE CRITERIA Project impacts to intersection and roadway segments (both daily and peak hour impacts) are assessed in accordance with the published City of Escondido Proposed Thresholds to Identify Significant Traffic Impact table. This table is also contained in SANTEC/ITE Guidelines for Traffic Impact Studies in the San Diego Region. Based on these tables, Table 5 1 shows the following thresholds which shall be used to identify if a project causes a significant traffic impact under any scenario. If these values are exceeded in a roadway segment or an intersection that is operating at LOS D or worse, it is determined to be a significant impact and the project shall identify mitigation measures. Level of Service With Project TABLE 5 1 CITY OF ESCONDIDO TRAFFIC IMPACT SIGNIFICANCE THRESHOLDS Allowable Change due to Project Impact Roadway Segments Intersections V/C a Speed Reduction (mph) b Delay (sec.) c D, E, or F 0.02 1 2 Footnotes: a. Volume to Capacity for daily segments analyses b. Speed in MPH for peak hour arterial operations c. Delay in seconds for signalized and unsignalized intersection analyses Intersections Traffic volume increases from public or private projects that result in one or more of the following criteria will have a significant traffic volume or LOS traffic impact on intersections: The additional or redistributed ADT generated by the proposed project will significantly increase congestion on an intersection currently operating at LOS E or LOS F, or will cause an intersection to operate at a LOS E or LOS F as identified in Table 5 1. Based upon an evaluation of existing accident rates, the signal priority list, intersection geometrics, proximity of adjacent driveways, sight distance, or other factors, the project would significantly impact the operations of the intersection. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 11 N:\2404\First Submittal\2404.First Submittal.doc
6.0 ANALYSIS OF EXISTING CONDITIONS 6.1 Peak Hour Intersection Operations Table 6 1 summarizes the existing peak hour intersection operations. As shown, the study area intersections are calculated to operate at acceptable LOS B or better in both the AM and PM peak hours. 6.2 Daily Street Segment Operations Table 6 2 summarizes the existing segment operations along the key study area roadways. As shown, the study area street segments on S. Escondido Boulevard are calculated to operate at E or worse. W. 15 th Avenue is calculated to operate at LOS A. TABLE 6 1 EXISTING INTERSECTION OPERATIONS Intersection Control Type Peak Hour Delay a Existing LOS b 1. S. Escondido Boulevard/ W. 15 th Avenue Signal 2. S. Escondido Boulevard/ Project Driveway MSSC c 3. W. 15 th Avenue/ Project Driveway MSSC AM 13.4 B PM 12.2 B AM 13.4 B PM 14.4 B AM 9.3 A PM 0.0 A Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Minor Street Stop Controlled intersection, Minor street left-turn delay is reported. SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 10.0 A 0.0 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E 80.1 F 50.1 F LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 12 N:\2404\First Submittal\2404.First Submittal.doc
Street Segment TABLE 6 2 EXISTING STREET SEGMENT OPERATIONS Buildout Classification Capacity (LOS E) a ADT b LOS c V/C d S. Escondido Boulevard North of W. 15 th Avenue Collector 15,000 14,400 E 0.960 South of W. 15 th Avenue Collector 15,000 15,300 F 1.020 W. 15 th Avenue East of S. Escondido Boulevard Local Collector 15,000 1,700 A 0.113 Footnotes: a. Existing Capacities shown, based on City of Escondido Roadway Classification Table. b. Average Daily Traffic Volumes c. Level of Service d. Volume to Capacity LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 13 N:\2404\First Submittal\2404.First Submittal.doc
7.0 TRIP GENERATION/DISTRIBUTION/ASSIGNMENT 7.1 Trip Generation The Project proposes remodeling and improvements to the existing site to include an additional 44 multifamily residential units. In addition, a modest 1,500 SF of delicatessen uses are proposed. The deli use will be staffed by project residents, and is consistent with the land use zoning for this site based on the City s General Plan. Upon completion, the site will provide a total of 54 multifamily dwelling units. The weekday traffic generation calculations were conducted using the trip generation rates published in the SANDAG s Not so Brief Guide of Vehicular Traffic Generation Rates for San Diego Region (April 2002). The land uses utilized from that table were residential: apartment, and restaurant: delicatessen (7am 4pm). Table 7 1 shows a summary of weekday Project traffic generation. The Project is calculated to generate 416 daily trips with 74 inbound/ 73 outbound trips during the AM peak hour, and 78 inbound/ 78 outbound trips during the PM peak hour. As the on-site deli-use will provide exclusive employment for residents and there are transit stops located on S. Escondido Boulevard immediately adjacent the Project, standard mixed-use and transit reductions were applied (10% and 5%, respectively). As discussed in Section 2.2, the Project is not proposing typical market-rate, multifamily residential units. Rather, VVSD is proposing affordable housing with a preference towards veterans. With sixty percent of the units targeted at 50% or below AMI, and another forty percent targeted at 60% or below AMI, it is very likely that vehicle ownership and the related trip-making and parking effects will be well below the volumes analyzed in this report. Thus, the trip generation shown on Table 7 1 is considered conservative and worst-case. Actual volumes are expected to be much less. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 14 N:\2404\First Submittal\2404.First Submittal.doc
Land Use Size TABLE 7 1 WEEKDAY PROJECT TRIP GENERATION Daily Trip Ends (ADTs) AM Peak Hour PM Peak Hour Rate a Volume % of ADT In:Out Volume % of In:Out Volume Split In Out ADT Split In Out Apartment 44 Units 6 /Unit 264 8% 20:80 4 17 9% 70:30 17 7 Delicatessen 1,500 SF 150 /KSF 225 9% 60:40 12 8 3% 30:70 2 5 Subtotal 489 87 86 92 92 Mixed-Use Reduction (10%) b (49) (9) (9) (9) (9) Transit Reduction (5%) c (24) (4) (4) (5) (5) Net Total Trips 416 74 73 78 78 Footnotes: a. Rates based on SANDAG s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002, and reflect typical market-rate apartments. b. Mixed-use reduction based on SANDAG s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. The delicatessen will be owned and operated by VVSD, and will be staffed exclusively with residents from the adjacent apartments. c. Transit reduction based on SANDAG s (Not So) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. S. Escondido Boulevard is a substantive transit corridor with bus stops immediately adjacent to the site. General Notes: 1. No reductions in trip generation were taken for the less-than AMI nature of the anticipated residents. Therefore, these volumes shown represent a higher-than-likely trip generation, and thus a conservative analysis. 7.2 Trip Distribution/Assignment Based on existing patterns at the site, the Project team has determined that 60% of residents would utilize the driveway to S. Escondido Boulevard, while 40% would utilize the driveway to W. 15 th Avenue. An initial assignment of driveway trips utilizing this distribution was made, and then refined so as not to have redundant trip through the S. Escondido Boulevard/ W. 15 th Avenue intersection. An example would include outbound trips from the S. Escondido Boulevard driveway destined for eastbound W. 15 th Avenue. These volumes were reassigned to the more proximate W. 15 th Avenue driveway. Figure 7 1 shows the Project trip distribution percentages. The volumes on Tables 7 1 and 7 2 were multiplied by the distribution on Figure 7 1 to yield the Project traffic assignment. Figure 7 2 shows the AM/PM peak hour Project traffic volumes. This was added to the existing volumes to yield Existing + Project volumes, as shown on Figure 7 3. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 15 N:\2404\First Submittal\2404.First Submittal.doc
50% 10% 2 40% 1 3 60% Project Site S. Maple St 40% Orange Pl S. Escondido Bl XX% X% Bidirectional RegionalTraffic Distribution Driveway Distribution N:\2404\Figures Date: 12/16/14 Figure 7-1 Project Distribution
!( 1!( 2!( 3 22 / 23 15 / 16 S. Escndido Bl 22 / 23 W. 15th Ave 22 / 23 22 / 23 30 / 31 7 / 8 Proj Dwy 15 / 16 S. Escndido Bl 30 / 31 Proj Dwy 14 / 16 7 / 8 W. 15th Ave 208 3 42 1 2 Project Site S. Maple St 166 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 7-2 Project Traffic Volumes
!( 1!( 2!( 3 4 / 11 626 / 400 26 / 46 5 / 9 5 / 2 36 / 22 S. Escndido Bl 5 / 12 5 / 2 71 / 44 W. 15th Ave 484 / 443 22 / 24 23 / 23 32 / 32 24 / 26 422 / 463 47 / 52 S. Escndido Bl 471 / 518 31 / 33 Proj Dwy 63 / 84 15 / 17 Proj Dwy 81 / 58 7 / 8 15 / 16 7 / 8 W. 15th Ave 14,608 3 1,742 1 2 Project Site S. Maple St 15,466 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 7-3 Existing + Project Traffic Volumes
8.0 NEAR TERM CONDITIONS 8.1 Description of Cumulative Projects Cumulative projects are other projects in the study area that will add traffic to the local circulation system in the near future. LLG has recently coordinated with City of Escondido to determine and obtain cumulative projects traffic volume information for other projects in the general vicinity. 1. Emmanuel Faith Community Church proposes a master plan that includes a preschool that would generate 1,056 weekday ADT, with 173 total AM peak hour trips (87 inbound/ 86 outbound) and 62 trips total PM peak hour trips (92 inbound/ 92 outbound). The nature of these trips is largely pass-by, as most parents are dropping off/picking up children at the preschool as part of a to-or-from work trip. A modest 6% of these trips were forecasted on S. Escondido Boulevard in the vicinity of the project. In addition, LLG added forecasted ambient growth to account for any other projects not included above. LLG interpolated growth between Year 2035 and existing Year 2014 traffic counts. Typical annual growth ranged between 2-5% at study area intersections and segments. Location-specific growth factors were applied to each study area location for a period of five (5) years to arrive at ambient growth volumes which were added to the identified cumulative projects to set near-term baseline traffic volumes. Figure 8 1 shows the total cumulative growth traffic volumes. Figure 8 2 shows the existing + cumulative growth traffic volumes. Figure 8 3 shows the existing + project + cumulative growth traffic volumes. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 19 N:\2404\First Submittal\2404.First Submittal.doc
!( 1!( 2!( 3 1 / 1 42 / 28 1 / 3 1 / 0 1 / 0 3 / 1 S. Escndido Bl 1 / 1 1 / 0 5 / 3 W. 15th Ave 34 / 33 0 / 1 1 / 0 0 / 1 2 / 2 28 / 32 3 / 4 S. Escndido Bl 33 / 37 1 / 0 Proj Dwy 3 / 6 0 / 1 Proj Dwy 1 / 0 5 / 4 W. 15th Ave 973 3 110 1 2 Project Site S. Maple St 973 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 8-1 Cumulative Growth Traffic Volumes
!( 1!( 2!( 3 5 / 12 646 / 405 12 / 33 6 / 9 6 / 2 39 / 23 S. Escndido Bl 6 / 13 6 / 2 2 / 0 76 / 47 2 / 2 86 / 62 W. 15th Ave 518 / 476 0 / 2 26 / 28 428 / 472 50 / 56 S. Escndido Bl 504 / 555 2 / 2 Proj Dwy 66 / 90 0 / 2 Proj Dwy 2 / 0 W. 15th Ave 15,373 3 1,810 1 2 Project Site S. Maple St 16,243 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 8-2 Existing + Cumulative Growth Traffic Volumes
!( 1!( 2!( 3 5 / 12 668 / 428 27 / 49 6 / 9 6 / 2 39 / 23 S. Escndido Bl 6 / 13 6 / 2 76 / 47 W. 15th Ave 518 / 476 22 / 25 24 / 23 32 / 33 26 / 28 450 / 495 50 / 56 S. Escndido Bl 504 / 555 32 / 33 Proj Dwy 66 / 90 15 / 18 Proj Dwy 86 / 62 7 / 8 16 / 16 7 / 8 W. 15th Ave 15,581 3 1,852 1 2 Project Site S. Maple St 16,409 Orange Pl!# Study Intersections AM / PM AM / PM Intersection Peak Hour Volumes XX,XXX Average Daily Trips S. Escondido Bl N:\2404\Figures Date: 12/16/14 Figure 8-3 Existing + Project + Cumulative Growth Traffic Volumes
9.0 ANALYSIS OF NEAR-TERM SCENARIOS The following is a summary of the operational analyses for the street segment and intersections for the near-term traffic scenarios. All intersection analyses are contained in Appendix B. 9.1 Existing + Project 9.1.1 Intersection Analysis Table 9 1 summarizes the peak hour intersection operations with the addition of Project traffic. Table 9 1 shows that the study area intersections continue to operate at LOS B or better. 9.1.2 Daily Segment Operations Table 9 2 summarizes the roadway segment operations with the addition of Project traffic. This table shows that while the LOS on the S. Escondido Boulevard segments remain at LOS E or worse, the Project s V/C contribution does not exceed the allowable 0.02 increase. No significant direct impacts area calculated despite the continuing poor level of service. 9.2 Existing + Cumulative Growth 9.2.1 Intersection Analysis Table 9 1 summarizes the peak hour intersection operations with the addition of cumulative growth traffic. Table 9 1 shows that all study area intersections are calculated to continue to operate at LOS B or better. 9.2.2 Daily Segment Operations Table 9 2 summarizes the roadway segment operations with the addition of cumulative growth traffic. This table shows that the S. Escondido Boulevard segments in the study area continue to operate at LOS F with the addition of cumulative growth traffic. 9.3 Existing + Project + Cumulative Growth 9.3.1 Intersection Analysis Table 9 1 summarizes the peak hour intersection operations for Existing + Cumulative Growth + Project conditions. The addition of Project traffic results in continued LOS B or better operations at the study area intersections. 9.3.2 Daily Segment Operations Table 9 2 summarizes the roadway segment operations for the Existing + Cumulative Growth + Project conditions. While the LOS on the S. Escondido Boulevard segments remain at LOS F as compared to Existing + Cumulative, the Project s V/C contribution still does not exceed the allowable 0.02 increase. No significant cumulative impacts area calculated despite the continuing poor level of service. LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 23 N:\2404\First Submittal\2404.First Submittal.doc
TABLE 9 1 NEAR-TERM INTERSECTION OPERATIONS Intersection Control Type 1. S. Escondido Blvd./ W. 15 th Ave Signal 2. S. Escondido Blvd./ Project Dwy MSSC d 3. W. 15 th Ave./ Project Dwy MSSC Peak Hour Existing Existing + Project Existing + Cumulative Growth Existing + Cumulative Growth + Project Delay a LOS b Delay LOS Δ c Delay LOS Delay LOS Δ AM 13.4 B 14.0 B 0.6 14.2 B 14.8 B 0.6 No PM 12.2 B 12.9 B 0.7 12.5 B 13.3 B 0.8 No AM 13.4 B 14.7 B 1.3 13.3 B 15.3 B 2.0 No PM 14.4 B 15.0 B 0.6 15.0 B 15.8 B 0.8 No AM 9.3 A 9.3 A 0.0 9.4 A 9.4 A 0.0 No PM 0.0 A 9.4 A 9.4 0.0 A 9.4 A 9.4 No Sig Impact? Footnotes: a. Average delay expressed in seconds per vehicle. b. Level of Service. c. Δ denotes an increase in minor street delay due to project. d. MSSC Minor Street Stop Controlled intersection. SIGNALIZED UNSIGNALIZED DELAY/LOS THRESHOLDS DELAY/LOS THRESHOLDS Delay LOS Delay LOS 0.0 10.0 A 0.0 10.0 A 10.1 to 20.0 B 10.1 to 15.0 B 20.1 to 35.0 C 15.1 to 25.0 C 35.1 to 55.0 D 25.1 to 35.0 D 55.1 to 80.0 E 35.1 to 50.0 E 80.1 F 50.1 F LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 24 N:\2404\First Submittal\2404.First Submittal.doc
Street Segment S. Escondido Boulevard Existing Capacity (LOS E) a Existing TABLE 9 2 NEAR-TERM STREET SEGMENT OPERATIONS Existing + Project Existing + Cumulative Projects Existing + Cumulative Projects + Project ADT b LOS c V/C d ADT LOS V/C Δ e ADT LOS V/C ADT LOS V/C Δ e North of W. 15 th Avenue 15,000 14,400 E 0.960 14,608 E 0.974 0.014 15,373 F 1.025 15,581 F 1.039 0.014 No South of W. 15 th Avenue 15,000 15,300 F 1.020 15,466 F 1.031 0.011 16,243 F 1.083 16,409 F 1.094 0.011 No W. 15 th Avenue East of S. Escondido Boulevard 15,000 1,700 A 0.113 1,742 A 0.116 0.003 1,810 A 0.121 1,852 A 0.123 0.002 No Footnotes: a) Existing Capacities shown, based on the City of Escondido Roadway Classification Table (See Appendix C). b) Average Daily Traffic c) Level of Service d) Volume to Capacity ratio e) Δ denotes a Project-induced increase in the Volume to Capacity (V/C) ratio. Sig Impact? LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 25 N:\2404\First Submittal\2404.First Submittal.doc
10.0 SUMMARY OF IMPACTS/ MITIGATION MEASURES Addition of Project traffic volumes to the local street system does not result in significant impacts based on the City s published criteria. No mitigation measures are required. End of Report LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404 26 N:\2404\First Submittal\2404.First Submittal.doc
TECHNICAL APPENDICES VVSD ESCONDIDO Escondido, California December 18, 2014 LLG Ref. 3-14-2404
APPENDIX A INTERSECTION AND STREET SEGMENT COUNT SHEETS LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404
City of Escondido Average Weekday Traffk Volumes Primani Street 1 Cross Street 2 Cross Street 2006 2007 2008 2009 2010 EL NORTE PKWY WOODLAND PKWY COUNTRY CLUB LN 13500 N 13500 N 13500 N 13500 13500 N El NORTE PKWY COUNTRY CLUB LN BENNETT AVE 14500 N 14500 N 14500 N 14500 14500 N EL NORTE PKWY BENNETT AVE NORDAHL RD 17200 N 17200 N 17200 N 19700 19700 N El NORTE PKWY NORDAHL RD INTERSTATE 15 25000 N 25000 N 25000 N 25300 25300 N EL NORTE PKWY INTERSTATE 15 IRIS LN (S) 27500 N 27500 N 27500 N 24000 24000 N EL NORTE PKWY IRIS LN (S) CENTRE CITY PKWY 27500 N 27500 N 27500 N 28400 28400 N EL NORTE PKWY CENTRE CITY PKWY ESCONDIDO BLVD 26000 N 26000 N 26000 N 26000 26000 N El NORTE PKWY ESCONDIDO BLVD NBROADWAY 26000 N 26000 N 26000 N 26700 26700 N EL NORTE PKWY NBROADWAY FIG ST 25300 N 25300 N 25300 N 25300 25300 N EL NORTE PKWY FIG ST ASH ST 24200 N 24200 N 24200 N 23100 23100 N EL NORTE PKWY ASH ST ROSE ST 1 llooo N 18000 N 18000 N 18000 18000 N EL NORTE PKWY ROSE ST MIDWAY DR 16800 N 16800 N 16800 N 15900 15900 N EL NORTE PKWY MIDWAY DR CITRUS AVE 16500 N 16500 N 16500 N!1400!1400 N ENCINO DR IDAHO AVE 17TH AVE 1000N 1000 N 1000 N 1000 1000N ENCINO DR 17TH AVE ELDORADO DR 1600N 1600 N 1600 N 1600 1600N ENCINO DR ELDORADO DR SEAR VALLEY PKWY 16-00 N 1600 N 1600 N 1600 1600N ENTERPRISE ST MISSION RD VINEYARD AVE 2!!00 N 2900 N 2900 N 2900 2900 N ENTERPRISE ST END ANDREASEN DR 1000N 1000 N 1000 N 1000 1000N ENTERPRISE ST ANDREASEN DR HARMONY GROVE RO 5200N 5200 N 5200 N 5100 5100 N ESCONOIDO BLVD EL NORTE PKWY DECATIJR WY 7500N 7500 N 7500 N 7500 7500N ESCONDIDO Bl VD DECATUR WY llncoln AVE 9600N 9600 N 9600 N 9600 9600N ESCONDIDO BLVD LINCOLN AVE MISSION AVE 96-00 N 9600 N 9600 N 1000 1000N ESCONDIDO BLVD MISSION AVE WASHINGTON AVE 13700 N 13700 N 13700 N 15100 15100 N ESCONDIDO lllvd WASHINGTON AVE VALLEY PKWY 19200 N 19200 N 19200 N 18100 18100 N ESCONDIDO l!l VD VALLEY PKWY GRAND AVE 15500 N 15500 N 15500 N 1S500 15SOO N ESCONOIDO BLVD GRAND AVE 2NDAVE 16000 N 16000 N 16000 N 16000 16000 N ESCONDIDO SL VD 2ND AVE STH AVE 13600 N 13600 N 13600 N 13600 13600 N ESCONDIDO BLVD STHAVE 9TH AVE 13900 N 13900 N 13900 N 13900 13900 N ESCONDIDO BLVD 9THAVE 13TH AVE 13400 N 13400 N 13400 N 13800 13800 N ESCONDIDO lllvd 13THAVE FELICITA AVE 12500 N 12500 N 12500 N 12500 12500 N N = Link not counted in that yeal Previous year's count carried forward. E = No actual count ADT was estimated by the reporting jurisdiction.
City of Escondido Average Weekday Traffk Volumes Primani Street 1 Cross Street 2 Cross Street 2006 2007 2008 2009 2010 ESCONDIDO Bl VD FEUClTAAVE CENTRE CITY PKWY RAMP 12500 N 12500 N 12500 N 12500 12500 N E5COND1DO Bl VD CENTER CITY PKWY RAMP BROTHERTON RD 4600N 4600 N 4600 N 4600 4600N ESCONDIDO Bl VD BROTHERTON RD CITRACADO PKWY 4100N 4100 N 4100 N 4200 4200N EUCALYPTUS AVE HAMILTONLN VIA RANCHO PKWY 2700 2700 N 2700 N 2600 2600N FELICITA AVE JUNIPER ST ESCONDIDO BLVD 16600 N 16600 N 16600 N 16800 16800 N FELICITA AVE ESCONDIDO BLVD CENTRE CITY PKWY 26300 N 26300 N 26300 N 26300 26300 N FELICITA AVE CENTRE CITY PKWY REDWOOD ST 15000 N 15000 N 15000 N 10900 10900 N FELICITA RD REDWOOD ST CITRACADO PKWY 15000 N 15000 N 15000 N 10600 10600 N FELICITA RD CITRACADO PKWY HAMILTON LN 6100N 6100 N 6100 N 5900 S900N FIG ST El NORTE PKWY LINCOLN AVE 3300N 3300 N 3300 N 3900 3900N FIG ST LINCOLN AVE MISSION AVE SOOON 8000 N 8000 N 9100 9100 N FIG ST MISSION AVE WASHINGTON AVE 7000N 7000 N 7000 N 7100 7100N FIG ST WASHINGTON AVE VALLEY PKWY 90001\1 9000 N 9000 N!l-000 90001\1 FIG ST VALLEY PKWY GRAND AVE 2400N 2400 N 2400N 2500 2500N GLEN RIDGE RD BEAR VALLEY PKWY CITRUS AVE 3900 3900 N 3900 N 2400 2400N GRAND AVE (EIB 1 WAY) VALLEY PKWY TULIP ST (S) 22700 1\1 22700 N 22700 N 22700 22700 N GRAND AVE (EIB 1 WAY) TULIP ST (S) QUINCE ST 22700N 22700 N 22700 N 22700 22700 N GRAND AVE QUINCE ST CENTRE CITY PKWY 2SOON 2500 N 2500 N 2SOO 2SOON GRAND AVE CENTRE CITY PKWY ESCONDIDO Bl VD 1W90 N 10790 N 10790 N 10300 10300 N GRAND AVE ESCOl\IOIOO BLVD BROADWAY 12600 N 12600 N 12600 N 12600 12600 N GRAND AVE BROADWAY JUNIPER ST 13500 N 13500 N 13500 N 13SOO 13500 N GRAND AVE JUNIPER ST VALLEY BLVD 13600 N 13600 N 13600 N 13600 136001\1 GRAND AVE VALlEYBLVD 21\10 AVE (E.B. RAMP) 11900N 11900 N 11900 N 11900 11900 N GRAND AVE 2ND AVE (E,B. RAMP) FIG ST 14100 N 14100 N 14100 N 14300 14300 N GRAND AVE FIG ST DATE ST 18500 N 18500 N 18500 N 18500 18SOO 1\1 GRAND AVE DATE ST ASH ST 16500 N 16500 N 16500 N l!llloo 18800 N GRAND AVE ASH ST ROSE ST 1S600 N 1S600 N 15600 N 17600 17600 N GRAND AVE ROSE ST MIDWAY DR 12000 N 12000 N 12000 N 14600 146001\1 GRAND AVE MIDWAY DR BEAR \/ALlEY PKWY S100N 5100 N 5100 N 5300 5300 N HALE AVE WASHINGTON AUTO PARK WY 1SSOO N 15500 N 15500 N 12500 12500 N N = Link not counted in that year. Previous year's count carried forward. E = No actual count ADT was estimated by the reporting jurisdiction.
City of Escondido Primani Street 1 Cross Street 2ND AVE (EJB 1-WAY} ESCONDIDO BLVD 2ND AVE (E/ll 1-WAY} S BROADWAY 2ND AVE (Elll 1-WAY} JUNIPER ST 3RD AVE ESCONDIOO BLVD 3RDAVE MAPLE ST STH AVE TULIP ST STH AVE QUINCE ST STH AVE CENTRE CITY PKWY 5TH AVE ESCONDIDO BLVD STH AVE S BROADWAY STH AVE JUNIPER ST 9TH AVE HALE AVE 9TH AVE VALLEY PKWY 9TH AVE INTERSTATE 15 9TH AVE TULIP ST 9TH AVE QUINCE ST 9TH AVE CENTRE CITY PKWY!ITH AVE ESCONDIDO Ill VD 9TH AVE JUNIPER ST 11THAVE HALE AVE 13THAVE TULIP ST 13THAVE QUINCE ST 13THAVE CENTRE CITY PKWY 13THAVE ESCONDIDO Ill VD 15THAVE ESCONDIDO BLVD Average Weekday Traffk Volumes 2 Cross Street 2006 2007 2008 2009 SBROADWAY 19600 N 19600 N 19600 N 17300 JUNIPER ST 17000 N 17000 N 17000 N 17000 VALLEY BLVD 16000 N 16000 N 16000 N 16000 MAPLE ST 1SOON 1SOO N 1500 N 1600 BROADWAY 32001\1 3200 N 3200N 3200 QUINCE ST 2200N 2200 N 2200 N 2300 CENTRE CITY PKWY SOOON 5000 N 5000 N 5000 ESCONDIDO BlVD!lllOO N 9000 N 9000 N 9000 SBROADWAY 5200N 5200 N 5200 N 5200 JUNIPER ST 5400N 5400 N 5400 N 5400 DATE ST 34001\1 3400 N 3400 N 3500 VALLEY PKWY 12500 N 12500 N 12500 N 9500 AUTO PARK WY 1QOOO N 10000 N 10000 N 10400 TULIP ST 23700 N 23700 N 23700 N 23000 QUINCE ST 19000 N 19000 N 19000 N 19000 CENTRE CITY PKWY 17500 N 17500 N 17500 N 17500 ESCONDIDO BLVD 14200 N 14200 N 14200 N 14200 JUNIPER ST S300N 5300 N 5300 N 5300 CHESTNUT ST 1900 N 1900 N 1900 N 2900 VALLEY PKWY 1250N 1250 N 1250 N 1300 QUINCE ST 2600 N 2600 N 2600 N 2600 CENTRE CITY PKWY 27001\1 2700 N 2700 N 2700 ESCONDIDO BLVD 4100N 4100 N 4100 N 4100 JUNIPER ST 31100 N 3800 N 3800 N 3900 JUNIPER ST 1SOON 1500 N 1500 N 1500 2010 17300 N 11000 N 16000 N 16001\1 3200 N 2300N SOOON 9000N S200N 5400N 3500 N 95001\1 10400 N 23000 N 19000 N 17500 N 14200 N 53001\1 2900 N BOON 2600N 2700N 4100 N 39001\1 1SOON N = Link not counted in that yeal Previous year's count carried forward E = No actual count ADT was estimated by the reporting jurisdiction.
Turn Count Summary Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Date of Count: Analysts: Weather: AVC Proj No: W. Felicita Ave @ S. Escondido Blvd Thursday, September 18, 2014 LV/CD Sunny 14-0258 1 / 4 / / / 15 / 8 1 / 1 118 / 203 425 / 864 150 / 144 / 17 / 20 33 / 33 705 / 545 105 / 89 1 / 4 14 / 19 126 / 122 320 / 281 71 / 147 1 / 9 291 165 323 200 97 78 S. Escondido Blvd W. Felicita Ave 15 5 Time Period PHF 0.93 0.95 W. Felicita Ave S. Escondido Blvd 7:15 AM - 8:15 AM 4:45 PM - 5:45 PM www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 9/25/2014
Vehicular Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Southbound @ Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 7:00 AM 66 101 17 2 187 29 8 38 25 39 73 12 597 7:15 AM 78 78 32 2 191 31 20 83 32 19 115 14 695 7:30 AM 97 82 24 9 161 15 18 84 34 31 69 36 660 7:45 AM 59 96 32 10 192 25 21 76 25 57 125 28 746 8:00 AM 57 67 9 12 161 34 12 77 35 43 116 40 663 8:15 AM 43 39 5 2 162 35 9 56 33 32 85 20 521 8:30 AM 47 52 13 9 174 16 12 65 34 34 80 32 568 8:45 AM 41 52 22 10 134 39 8 36 37 32 108 32 551 Total 488 567 154 56 1,362 224 108 515 255 287 771 214 5,001 AM Intersection Peak Hour : W. Felicita Ave AM Period (7:00 AM - 9:00 AM) Westbound Northbound 7:15 AM - 8:15 AM S. Escondido Blvd Eastbound Intersection PHF : 0.93 Southbound Westbound Northbound Eastbound Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL Volume 291 323 97 33 705 105 71 320 126 150 425 118 2,764 PHF 0.75 0.84 0.76 0.69 0.92 0.77 0.85 0.95 0.90 0.66 0.85 0.74 0.93 Movement PHF 0.88 0.93 0.95 0.83 0.93 PM Period (4:00 PM - 6:00 PM) Southbound Westbound Northbound Eastbound Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL 4:00 PM 38 37 19 12 132 23 39 61 38 29 190 48 666 4:15 PM 40 41 25 7 126 22 43 63 51 37 197 49 701 4:30 PM 41 51 14 12 156 23 32 73 29 32 215 34 712 4:45 PM 38 42 11 5 146 26 39 76 28 37 203 57 708 5:00 PM 47 59 21 6 133 21 38 79 32 28 224 49 737 5:15 PM 39 49 21 7 113 24 33 57 33 36 210 51 673 5:30 PM 41 50 25 15 153 18 37 69 29 43 227 46 753 5:45 PM 33 44 28 12 123 16 32 70 25 36 213 34 666 Total 317 373 164 76 1,082 173 293 548 265 278 1,679 368 5,616 PM Intersection Peak Hour : 4:45 PM - 5:45 PM Intersection PHF : 0.95 Southbound Westbound Northbound Eastbound Right Thru Left Right Thru Left Right Thru Left Right Thru Left TOTAL Volume 165 200 78 33 545 89 147 281 122 144 864 203 2871 PHF 0.88 0.847 0.78 0.55 0.891 0.856 0.942 0.889 0.924 0.837 0.952 0.89 0.95 Movement PHF 0.87 0.90 0.92 0.96 0.95 www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 9/25/2014
24 Hour Segment Count Accurate Video Counts Inc info@accuratevideocounts.com (619) 987-5136 Location: Orientation: 1. E. Felicita Ave, Maple St to Juniper St East-West Date of Count: Thursday, July 24, 2014 Analysts: Weather: DASH Sunny AVC Proj. No: 14-0232 24 Hour Segment Volume 19,492 Time Hourly Volume Hourly Volume Time EB WB Total EB WB Total 12:00 AM - 1:00 AM 73 30 103 12:00 PM - 1:00 PM 575 537 1,112 1:00 AM - 2:00 AM 54 29 83 1:00 PM - 2:00 PM 542 425 967 2:00 AM - 3:00 AM 34 26 60 2:00 PM - 3:00 PM 676 467 1,143 3:00 AM - 4:00 AM 29 35 64 3:00 PM - 4:00 PM 780 509 1,289 4:00 AM - 5:00 AM 69 125 194 4:00 PM - 5:00 PM 850 540 1,390 5:00 AM - 6:00 AM 200 345 545 5:00 PM - 6:00 PM 929 560 1,489 6:00 AM - 7:00 AM 398 679 1,077 6:00 PM - 7:00 PM 968 475 1,443 7:00 AM - 8:00 AM 284 725 1,009 7:00 PM - 8:00 PM 732 388 1,120 8:00 AM - 9:00 AM 365 622 987 8:00 PM - 9:00 PM 631 370 1,001 9:00 AM - 10:00 AM 475 494 969 9:00 PM - 10:00 PM 510 296 806 10:00 AM - 11:00 AM 475 453 928 10:00 PM - 11:00 PM 324 135 459 11:00 AM - 12:00 PM 538 481 1019 11:00 PM - 12:00 AM 166 69 235 Total 2,994 4,044 7,038 Total 7,683 4,771 12,454 24-Hour EB Volume 10,677 24-Hour WB Volume 8,815 EB WB Total 1,600 7:00-9:00 4:00-6:00 1,400 1,200 1,000 800 600 400 200 0 12:00 AM 2:00 AM 4:00 AM 6:00 AM 8:00 AM 10:00 AM 12:00 PM 2:00 PM 4:00 PM 6:00 PM 8:00 PM 10:00 PM www.accuratevideocounts.com P.O. Box 261425 San Diego CA 92196 8/8/2014
APPENDIX B PEAK HOUR INTERSECTION ANALYSIS WORKSHEETS LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-14-2404
Existing AM 1: W. 15th Ave & S. Escondido Blvd 12/16/2014 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 5 5 36 71 5 5 24 400 47 11 604 4 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 5 5 39 77 5 5 26 435 51 12 657 4 Adj No. of Lanes 1 1 0 1 1 0 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 9 7 56 99 77 77 40 1186 1008 21 1166 991 Arrive On Green 0.01 0.04 0.04 0.06 0.09 0.09 0.02 0.64 0.64 0.01 0.63 0.63 Sat Flow, veh/h 1774 183 1428 1774 856 856 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 5 0 44 77 0 10 26 435 51 12 657 4 Grp Sat Flow(s),veh/h/ln 1774 0 1611 1774 0 1712 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 0.2 0.0 1.9 3.0 0.0 0.4 1.0 7.8 0.8 0.5 14.3 0.1 Cycle Q Clear(g_c), s 0.2 0.0 1.9 3.0 0.0 0.4 1.0 7.8 0.8 0.5 14.3 0.1 Prop In Lane 1.00 0.89 1.00 0.50 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 9 0 63 99 0 154 40 1186 1008 21 1166 991 V/C Ratio(X) 0.53 0.00 0.70 0.78 0.00 0.07 0.65 0.37 0.05 0.57 0.56 0.00 Avail Cap(c_a), veh/h 101 0 367 189 0 475 114 1186 1008 101 1166 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 0.0 33.3 32.7 0.0 29.3 34.1 6.0 4.8 34.5 7.6 4.9 Incr Delay (d2), s/veh 39.7 0.0 12.8 12.3 0.0 0.2 16.1 0.9 0.1 21.9 2.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 1.1 1.8 0.0 0.2 0.7 4.3 0.4 0.4 7.9 0.0 LnGrp Delay(d),s/veh 74.5 0.0 46.2 45.0 0.0 29.5 50.2 6.9 4.9 56.4 9.6 4.9 LnGrp LOS E D D C D A A E A A Approach Vol, veh/h 49 87 512 673 Approach Delay, s/veh 49.1 43.2 8.9 10.4 Approach LOS D D A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.3 49.3 8.4 7.3 6.1 48.5 4.9 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 44.5 7.5 16.0 4.5 44.0 4.0 19.5 Max Q Clear Time (g_c+i1), s 2.5 9.8 5.0 3.9 3.0 16.3 2.2 2.4 Green Ext Time (p_c), s 0.0 9.3 0.0 0.1 0.0 8.7 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 13.4 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Synchro 8 Report N:\2404\Analysis\Synchro\Existing AM.syn Page 1
Existing AM 2: S. Escondido Blvd & Proj Drwy 12/16/2014 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 2 1 471 1 0 484 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 0 0 - Veh in Median Storage, # 1-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 1 512 1 0 526 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1038 512 0 0 512 0 Stage 1 512 - - - - - Stage 2 526 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 256 562 - - 1053 - Stage 1 602 - - - - - Stage 2 593 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 256 562 - - 1053 - Mov Cap-2 Maneuver 390 - - - - - Stage 1 602 - - - - - Stage 2 593 - - - - - Approach WB NB SB HCM Control Delay, s 13.4 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 434 1053 - HCM Lane V/C Ratio - - 0.008 - - HCM Control Delay (s) - - 13.4 0 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0 0 - HCM 2010 TWSC Synchro 8 Report N:\2404\Analysis\Synchro\Existing AM.syn Page 3