APPENDIX 4.14 Azusa TOD Specific Plan Transportation Analysis Report DRAFT AZUSA TOD SPECIFIC PLAN TRANSPORTATION ANALYSIS REPORT May 2015

Prepared for City of Azusa and RRM Design Group

Submitted by

600 Wilshire Blvd, Suite 1050 Los Angeles, CA 90017 213.261.3071

Table of Contents

1. INTRODUCTION ...... 1

Project Description ...... 1 Regulatory Framework...... 3 Study Scope ...... 3 Analysis Scenarios ...... 3 Organization of the Report ...... 5

2. EXISTING (2014) CONDITIONS ...... 6

Existing Conditions Street System ...... 6 Existing Conditions Pedestrian and Bicycle ...... 6 Existing Conditions Public Transit System ...... 7 Existing Conditions Traffic Operations ...... 8 Intersection Traffic Volumes ...... 8 Level of Service Methodologies...... 8 Intersection Levels of Service ...... 8

3. FUTURE (2035) TRAFFIC PROJECTIONS ...... 13

Cumulative Base Volumes ...... 13 Project Traffic Volumes ...... 13 Project Trip Generation ...... 13 Project Trip Distribution and Traffic Assignment ...... 17 Project Traffic Circulation ...... 17 Alternative Project Traffic Circulation ...... 23 Existing plus Project Traffic Volumes ...... 23 Alternative 1 Existing plus Project Traffic Volumes ...... 28 Alternative 2 Existing plus Project Traffic Volumes ...... 28 Cumulative plus Project Traffic Volumes ...... 28 Alternative 1 Cumulative plus Project Traffic Volumes ...... 28 Alternative 2 Cumulative plus Project Traffic Volumes ...... 28

4. TRAFFIC IMPACT ANALYSIS ...... 34

Significance Impact Criteria ...... 34 Existing plus Project Conditions...... 34 Alternative 1 Existing plus Project Conditions ...... 36 Alternative 2 Existing plus Project Conditions ...... 36 Cumulative Base Conditions ...... 36 Cumulative plus Project Conditions ...... 40 Alternative 1 Cumulative plus Project Conditions ...... 40 Alternative 2 Cumulative plus Project Conditions ...... 42 Proposed Mitigation Measures ...... 44 Physical Mitigation Measures ...... 44

5. CONGESTION MANAGEMENT PLAN ANALYSIS ...... 49

CMP Significant Traffic Impact Criteria ...... 49 CMP Arterial Intersection Analysis ...... 49 CMP Freeway Analysis ...... 51 Regional Transit Impact Analysis ...... 51

6. SUMMARY ...... 53

Appendices

Appendix A: Traffic Volumes

Appendix B: LOS Worksheets

Appendix C: Signal Warrant Analysis

List of Figures

Figure 1 - Project Area Location and Study Intersections ...... 2 Figure 2 - Existing Volumes ...... 11 Figure 3 - Location of Related Projects ...... 14 Figure 4 - Cumulative Base Volumes ...... 16 Figure 5 – Project Trip Distribution ...... 19 Figure 6 – Project Cross Sections: Azusa and San Gabriel Avenue ...... 20 Figure 7 – Project Only Volumes ...... 22 Figure 8 – Project Cross Section Alternatives: Azusa and San Gabriel Avenue ...... 24 Figure 9 – Alternative 1 Project Only Volumes ...... 25 Figure 10 – Alternative 2 Project Only Volumes ...... 26 Figure 11 – Existing plus Project Volumes ...... 27 Figure 12 – Alternative 1 Existing plus Project Volumes ...... 29 Figure 13 – Alternative 2 Existing plus Project Volumes ...... 30 Figure 14 – Cumulative plus Project Volumes ...... 31 Figure 15 – Alternative 1 Cumulative plus Project Volumes ...... 32 Figure 16 – Alternative 2 Cumulative plus Project Volumes ...... 33

List of Tables

Table 1 - Study Area Intersections...... 4 Table 2 – Level of Service Definitions: Signalized Intersections ...... 9 Table 3 – Level of Service Definitions: Unsignalized Intersections ...... 10 Table 4 - Existing (2014) Intersection Level of Service Analysis ...... 12 Table 5 – Trip Generation Estimates for Related Projects ...... 15 Table 6 – Project Trip Generation ...... 18 Table 7 – Existing plus Project Intersection Level of Service Analysis ...... 35 Table 8 – Alternative 1 Existing plus Project Intersection Level of Service Analysis ...... 37 Table 9 – Alternative 2 Existing plus Project Intersection Level of Service Analysis ...... 38 Table 10 – Cumulative (2035) and Cumulative plus Project Intersection Level of Service Analysis ...... 39 Table 11 – Alternative 1 Cumulative plus Project Intersection Level of Service Analysis ...... 41 Table 12 – Alternative 2 Cumulative plus Project Intersection Level of Service Analysis ...... 43 Table 13 – Alternative 1 Cumulative plus Project Intersection Mitigation Analysis ...... 45 Table 14 – Alternative 2 Cumulative plus Project Intersection Mitigation Analysis ...... 47 Table 15 – Cumulative (2035) and Cumulative plus Project Intersection CMP Analysis ...... 50

Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

1. INTRODUCTION

This report documents the results of a traffic study and parking management plan conducted by Fehr & Peers to evaluate the potential traffic impacts of the Azusa Transit Oriented District (TOD) Specific Plan for the areas surrounding Azusa Downtown Gold Line Station, in the City of Azusa, California. The study provides analysis of potential traffic impacts on the external roadway system if all the permitted land uses are developed by 2035. This document describes the assumptions and methods used to conduct the study as well as the findings.

PROJECT DESCRIPTION

The City of Azusa is located in the San Gabriel Valley and the Azusa TOD Specific Plan area is approximately 350 acres in size, with approximately 177 acres potentially receiving net new development opportunities, and approximately 173 acres of no-change areas. The Specific Plan area is located in the central portion of the City and is bounded by 10 th Street to the north, Angeleno Avenue to the west, 5 th and 6 th Streets to the south, and Citrus Avenue to the east, as shown in Figure 1.

The proposed project involves the net development of approximately 403,000 gross square foot (sf) mixed-use space, 840 residential condominium dwelling units and 150 hotel rooms. Of the 403,000 total sf, 245,100 sf is proposed for retail, 58,800 sf restaurant space, 93,000 sf office space, and 6,100 sf bank space.

The City of Azusa will be home to two Gold Line light rail stations as a part of the Metro Gold Line Phase II extension. The targeted Transit-Oriented Development (TOD) locations in the City include those areas within a ¼-mile radius of the Azusa Downtown Gold Line Station (at Alameda Avenue) in the existing Downtown District Transit Village, and the APU/Citrus College Gold Line Station (at Citrus Avenue) in the master planned community of Rosedale, currently under construction. The central focal point of the project site is the ¼-mile area surrounding the new Azusa Downtown Gold Line Station, located between Azusa and Alameda Avenues along the existing rail corridor.

The current General Plan land use designations for the proposed Specific Plan area include: residential, commercial, transit center, mixed-use, institutional/schools, and public/civic. These General Plan land uses are generally located within the City’s existing Downtown and Civic Center Districts. The proposed Azusa TOD Specific Plan identifies changes to plan for underdeveloped land and/or the revitalization of properties within existing corridors and districts. Upon adoption, the proposed Azusa TOD Specific Plan would replace the existing zoning for the proposed Specific Plan area.

In addition to the proposed land use changes in the Azusa TOD Specific Plan, the project includes evaluating transportation network alternatives to serve the land use and achieve the General Plan vision for transition of the network to 2-way operations. Two alternatives are also evaluated in this study. Under the first, both San Gabriel Avenue and Azusa Avenue would operate as a 2-way roadways. Under the other alternative, Azusa Avenue would remain 1-way. This study evaluates the traffic impacts associated with the proposed land use changes and transportation network changes.

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City of Azusa

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! Study Intersections Gold Line Extension

Specific Plan Area

Figure 1 Project Area Location and Study Intersections Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

REGULATORY FRAMEWORK

This study conforms to analysis methodologies and impact criteria from the following two regulatory elements:

 City of Azusa’s General Plan – The City’s current General Plan and Development code were adopted in 2004 and 2005, respectively. The Mobility section of Chapter 3: The Built Environment identified transportation issues in the City as well as catalogued existing roadway conditions, street classifications and mobility policies and goals for the City. New traffic studies are required to prepare traffic impact studies addressing multimodal transportation impacts, and develop feasible mitigation measures to address significant impacts.

 County of Los Angeles Traffic Impact Analysis Report Guidelines – The City of Azusa follows the County of Los Angeles criteria for traffic impact studies. Per this direction from the City, the latest version (January 1997) was used in this study. STUDY SCOPE In consultation with city staff, it was determined that the study should include eight intersections. These study intersections are shown in Figure 1. Of the eight study intersections, six intersections operate under signal control and the remaining two intersections are stop-controlled, as shown in Table 1. ANALYSIS SCENARIOS

The following traffic scenarios have been analyzed as part of this study:

 Existing (Year 2014) Conditions – The existing conditions analysis is based on count data collected in October of 2014. The City initiated the specific plan effort in the Fall of 2014 and the Notice of Preparation for the Azusa TOD Specific plan was released in February 2015. Based on the short duration of time that elapsed (four months), the Los Angeles County TIA guidelines allowing for count data within one year of the traffic analysis, and recent local and regional count trends exhibiting flat or declining vehicle activity, the year 2014 is identified as representative of existing or baseline conditions.

 Existing plus Project (Year 2014) Conditions – This is an analysis of existing traffic conditions with traffic expected from the build-out of the specific plan added to the existing traffic forecasts. The objective of this phase of analysis was to identify potential impacts of the project. The project scenario includes the roadway network circulation changes from San Gabriel Avenue and Azusa Avenue operating as 2-way roadways.

 Alternative Existing plus Project (Year 2014) Conditions – This is an analysis of existing traffic conditions with traffic expected from the build-out of the specific plan added to the existing traffic forecasts. The objective of this phase of analysis was to identify potential impacts of the project. The project scenario includes the roadway network circulation changes from San Gabriel Avenue operating as a 2-way roadway.  Cumulative Base Conditions (Year 2035) – Future traffic conditions are projected without the proposed project. 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 cumulative projects.

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TABLE 1 STUDY AREA INTERSECTIONS

Intersection NO. INTERSECTION Control 1 San Gabriel Avenue & 9th Street Signal 2 Azusa Avenue & 9th Street Signal 3 Dalton Avenue & 9th Street AWSC 4 San Gabriel Avenue & Foothill Boulevard Signal 5 Azusa Avenue & Foothill Boulevard Signal 6 Dalton Avenue & Foothill Boulevard TWSC 7 San Gabriel Avenue & 5th Street Signal 8 Azusa Avenue & 5th Street Signal TWSC = Two-way stop control AWSC = All-way stop control Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

• Cumulative plus Project Conditions (Year 2035) – This is an analysis of future traffic conditions with traffic expected from the build-out of the specific plan added to the cumulative base traffic forecasts. The objective of this phase of analysis was to identify potential impacts of the project. The project scenario includes the roadway network circulation changes from San Gabriel Avenue and Azusa Avenue operating as 2-way roadways.

• Alternative plus Project Conditions (Year 2035) – This is an analysis of future traffic conditions with traffic expected from the build-out of the specific plan added to the cumulative base traffic forecasts. The objective of this phase of analysis was to identify potential impacts of the project. The project scenario includes the roadway network circulation changes from San Gabriel Avenue operating as a 2-way roadway.

ORGANIZATION OF THE REPORT

This report is divided into six chapters, including this introduction. Chapter 2 describes the existing conditions in the study area, including a street inventory, a summary of traffic volumes, and an assessment of the operating conditions at the study intersections. Chapter 3 describes the methodologies used to develop traffic forecasts for the cumulative base and cumulative plus project scenarios, forecasts, and level of service results. Chapter 4 describes the Projects traffic impacts. Chapter 5 includes the Congestion Management Program analysis. Chapter 6 provides a summary of the results. Appendices to this report include details of the technical analysis such as traffic counts and traffic analysis worksheets.

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

2. EXISTING (2014) CONDITIONS

This chapter details the data collection effort undertaken to provide an assessment of Existing operating conditions in the study area. The assessment of conditions relevant to this study includes a description of the study area, an inventory of the local street system near the project site, and a review of traffic volumes on these facilities. A detailed description of these elements is presented in this chapter.

EXISTING CONDITIONS STREET SYSTEM

The following details the key roadway facilities that serve the project site, also shown in Figure 1:

• Azusa Avenue – Azusa Avenue is a secondary arterial serving 1-way northbound travel immediately west of the proposed Azusa Downtown Gold Line Station. Azusa Avenue provides two lanes with parallel parking provided from 9 th and 10 th Streets. Angled parking is provided intermittently from 9 th Street to 6 th Street. The speed limit on Azusa Avenue is 25 mph.

• San Gabriel Avenue – San Gabriel Avenue is a collector street serving 1-way southbound travel west of the proposed Azusa Downtown Gold Line Station. On-street parallel parking is present on the west side of the street and diagonal parking is present on the east side of the street. South of the tracks, San Gabriel Avenue operates with four through lanes and parallel on-street parking on both sides of the street. The speed limit on San Gabriel Avenue is 35 mph.

• 9th Street – 9th Street is a 2-lane collector street with parallel parking on both sides of the street. The speed limit is 25 mph.

• Foothill Boulevard – Foothill Boulevard is an east/west principal arterial in the study area. Foothill Boulevard is a four-lane divided arterial with parallel on-street parking. The speed limit on Foothill Boulevard is 35 mph.

• 5th Street – 5th Street is a 2-lane collector street with parallel parking on both sides of the street. The speed limit is 25 mph.

• Alameda Avenue – Alameda Avenue is a north/south collector street in the study area. Alameda Avenue provides two lanes with angled parking from Foothill Boulevard to 6th Street. The speed limit is 25 mph.

EXISTING CONDITIONS PEDESTRIAN AND BICYCLE

In the study area, dedicated bicycle facilities are not currently provided. Pedestrian facilities are provided throughout the area with sidewalks present on local streets and crossings provided at controlled intersections and at several midblock locations. Sidewalks are generally comfortable for pedestrian circulation with landscaping, seating, adequate clear sidewalk area, ADA compliant curb ramps, and active ground floor uses.

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

EXISTING CONDITIONS PUBLIC TRANSIT SYSTEM

The study area is served by several bus routes operated by several transit operators including Foothill Transit, Azusa Dial-A-Ride, and Azusa Pacific University Trolley. In addition, the Los Angeles County Metropolitan Transportation Authority (Metro) Foothill Gold Line extension is currently under construction, which includes a station in the project area. Below is a list of the bus and rail routes that provide service proximate to the project site:

• Foothill Transit Line 185 – Line 185 connects Azusa, West Covina, and Hacienda Heights via Irwindale. In the study area, this line runs along Foothill Boulevard ending at San Gabriel Avenue. This line has an average headway of 30 minutes during weekday peak periods.

• Foothill Transit Line 187 – Line 187 connects Montclair, Claremont, Glendora, and Pasadena via Foothill Boulevard. The average headway is 15 minutes during the weekday peak periods.

• Foothill Transit Line 280 – Line 280 connects Azusa to Puente Hills via Azusa Avenue. The average headway is 20 minutes during the weekday peak periods.

• Foothill Transit Line 281 – Line 281 connects Glendora, West Covina, and Puente Hills Mall via Citrus Avenue. This line has an average headway of 30 minutes during weekday peak periods.

• Foothill Transit Line 494 – Line 494 connects San Dimas, Glendora, Monrovia, and El Monte via Foothill Boulevard. In the study area, Line 494 runs along Foothill Boulevard. The average headway is 30 minutes during the weekday peak periods.

• Azusa Dial-A-Ride – This bus offers curb-to-curb transportation services upon reservation for senior citizens and permanently disabled persons of Glendora. The bus serves riders destined for locations such as the local shopping centers, the Metrolink station in Covina, and various locations within and near the City of Azusa.

• Azusa Pacific University Trolley – This trolley service provides a connection between the east and west Azusa Pacific University campuses. This trolley has an average headway of seven to 10 minutes during weekday peak periods.

• Metro Gold Line – The Azusa Downtown Station is part of the Foothill Gold Line extension, which is scheduled to be operational by January 2016. Once the extension opens, the Gold Line will connect the project area with East Los Angeles via downtown Los Angeles to the west and Azusa Pacific University/Citrus College Station to the east.

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

EXISTING CONDITIONS TRAFFIC OPERATIONS

This section presents the existing traffic conditions in terms of peak hour turning movement traffic volumes for the intersections analyzed in the study, describes the methodology used to assess the traffic conditions at each intersection, and analyzes the resulting operating conditions at each, indicating volume-to-capacity (V/C) ratios and levels of service (LOS).

INTERSECTION TRAFFIC VOLUMES

To analyze Existing operating conditions, weekday morning and afternoon peak hour intersection turning movement counts were conducted at the eight study intersections on Tuesday, October 14, 2014. Figure 2 illustrates the existing morning and afternoon weekday peak hour traffic volumes at the study intersections. Traffic count data sheets are provided in Appendix A.

LEVEL OF SERVICE METHODOLOGIES

LOS is a qualitative measure used to describe the condition of traffic flow on the street system, ranging from excellent conditions at LOS A to overloaded conditions at LOS F. Six of the eight study intersections are signalized, and two are unsignalized. Two types of LOS analysis were conducted: Intersection Capacity Utilization (ICU), and Highway Capacity Manual (HCM). LOS definitions for both methodologies are provided in Tables 2 and 3.

Intersection Capacity Utilization

For signalized intersections, the ICU method of intersection analysis was used to determine the intersection V/C ratio and corresponding LOS for the turning movements and intersection characteristics. The ICU value is determined by summing the V/C ratio sum of the critical movements, plus a factor for yellow signal time.

Highway Capacity Manual

The unsignalized intersections were analyzed using the Operations Methodology for unsignalized intersections from the Highway Capacity Manual (HCM) (Transportation Research Board, 2000). Intersection delay was calculated, and used to find the corresponding LOS in Table 3 based on the amount of control delay. The un-signalized intersections were analyzed using the two-way Stop method from the HCM. Delay was calculated based on the worst-case approach, and used to find the corresponding LOS listed in Table 3. The Traffix software package was used to produce the HCM results.

INTERSECTION LEVELS OF SERVICE

The traffic volumes presented in Figure 2 were analyzed using the analysis methodology described above to determine the existing operating conditions at the eight study intersections. LOS calculation worksheets are included in Appendix B. Table 4 summarizes the results of the AM and PM peak hour intersection analysis. As shown in Table 4, all intersections operate at acceptable levels of service, with the exception of Dalton Avenue & Foothill Avenue during the PM peak hour, under Existing operating conditions.

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TABLE 2 LEVEL OF SERVICE DEFINITIONS - SIGNALIZED INTERSECTIONS

Intersection Level of Service Capacity Definition Utilization

A 0.000 - 0.599 EXCELLENT. Very low delay. At signalized intersections, no vehicle waits longer than one red light and no approach phase is fully used.

B 0.600 - 0.699 VERY GOOD. An occasional approach phase is fully utilized; many drivers begin to feel somewhat restricted restricted within groups of vehicles.

C 0.700 - 0.799 GOOD. At signalized intersections, occasionally drivers may have to wait through more than one red light; backups may develop behind turning vehicles.

D 0.800 - 0.899 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 0.900 - 0.999 POOR. Represents the largest number of vehicles an intersection approach can accommodate; may be long vehicle queues waiting 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 3 LEVEL OF SERVICE DEFINITIONS - UNSIGNALIZED INTERSECTIONS

Average Total Delay Level of Service (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, Special Report 209, Transportation Research Board, 2000.

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3)

149 (80) 41 (44)

e 133 (115)

d

12 (4) 12 (417) 641 (43) 48 (11) 9 (19) 20 (14) 17 ac STOP d acce 117 (77) 156 (118) 22 (8)

9th St 9th St 9th St

be d STOP ac

8 (8) d 41 (78) e 3 (27) 129 (137) 107 (128) 85 (92)

14 (29)

STOP

66 (75) 66 (36) 41 (43) 35 (22) 17

109 (83) 109 446 (554) 446

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 77 (76)

860 (447) 167 (234)

903 (740)

37 (44) 37 (13) 13 (23) 9

67 (43) 67 (537) 674 (162) 180

ce STOP d bcce 841 (545)

111 (201) ace aacc 35 (54)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

be ace d ccf 36 (46) 376 (1,110) 105 (128) 590 (1,262) 97 (246) 462 (1,160)

24 (34) (7) 7

9 (11) 9

27 (29) 27

135 (111) 135 (421) 402 (147) 124

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St

Azusa Azusa Ave San San GabrielAve

83 (52) 25 (35)

b

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49 (26) 49 (951) 862 (48) 11 bcce 27 (38) 73 (70)

5th St 5th St

bcf e 57 (79) 22 (45) b

38 (27) 50 (79)

28 (36) 28 (58) 40 697 (656) 697

Figure 2 Peak Hour Traffic Volumes and Lane Configurations Existing (2014) Conditions TABLE 4 EXISTING (2014) INTERSECTION LEVEL OF SERVICE ANALYSIS

PEAK Existing (2014) NO. INTERSECTION HOUR V/C or Delay LOS 1 San Gabriel Avenue & 9th Street AM 0.402 A Signalized PM 0.365 A 2 Azusa Avenue & 9th Street AM 0.419 A Signalized PM 0.441 A 3 Dalton Avenue & 9th Street AM 8.3 A All-Way Stop-Controlled PM 8.2 A 4 San Gabriel Avenue & Foothill Boulevard AM 0.513 A Signalized PM 0.633 B 5 Azusa Avenue & Foothill Boulevard AM 0.658 B Signalized PM 0.675 B 6 Dalton Avenue & Foothill Boulevard AM 34.2 D Two-Way Stop-Controlled PM <50+ F 7 San Gabriel Avenue & 5th Street AM 0.320 A Signalized PM 0.350 A 8 Azusa Avenue & 5th Street AM 0.402 A Signalized PM 0.410 A For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

3. FUTURE (2035) TRAFFIC PROJECTIONS

In order to evaluate the potential impact of the proposed project on the local street system, it is necessary to develop estimates of existing traffic with the proposed project and future traffic conditions both without and with the specific plan land uses and transportation network changes.

CUMULATIVE BASE VOLUMES

The Cumulative Base operating conditions represents the future traffic conditions without the specific plan but with regional growth included. The yearly growth rate of 1.0% was obtained from the City of Azusa to estimate cumulative base traffic volumes. The Existing (2014) traffic volumes were increased by 1.0% annually to the year 2035, resulting in a 21% growth over 21 years.

In addition to the ambient growth rate, local development projects (related projects) were identified by the City of Azusa that would be completed before 2035. Consistent with the County of Los Angeles’ TIA guidelines, related projects within one-and-a-half mile of the project site that are reasonably expected to be in place must be included in the cumulative base scenario. Trip generation for the related projects was estimated using the ninth edition of Trip Generation Manual (Institute of Transportation Engineers [ITE], 2012) for each individual land use. Where applicable, trip generation rates from readily available traffic studies were also referenced. Related project trips were then added to the ambient growth rate volumes to arrive at cumulative base volumes.

Figure 3 illustrates the locations of the related projects and Table 5 shows the trip generation for the related projects. The resulting AM and PM peak hour Cumulative Base traffic volumes are illustrated in Figure 4.

PROJECT TRAFFIC VOLUMES

Development of the traffic generation estimates for the proposed project involved a three-step process including traffic generation, trip distribution, and traffic assignment.

PROJECT TRIP GENERATION

Standard trip generation methodologies typically use the Trip Generation Manual for each individual land use. However, most trip generation studies used to develop ITE trip generation rates were conducted in isolated, suburban settings, and do not accurately predict trip generation for mixed-use and urban infill sites with transit proximity and a density, scale, and design that can facilitate walking and biking. Research indicates that unadjusted application of the Trip Generation Manual can overestimate peak traffic generation for mixed-use development by an average of 35%.

Given the mixed-use nature of the project, Fehr & Peers used the mixed-use trip generation model (Plan+2.0). Plan+2.0 represents a substantial improvement over conventional traffic estimation methods. It improves accuracy, virtually eliminates overestimation and is supported by substantial evidence. This established mixed-use development method developed by Fehr & Peers for the US EPA and continuously refined through consulting for other state, regional and local clients is based on:

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Gold Line Extension ! Related Projects Specific Plan Area City Boundary

Figure 3 Locations of Related Projects TABLE 5 TRIP GENERATION ESTIMATES FOR AZUSA TOD SPECIFIC PLAN RELATED PROJECTS

Trip Generation ITE AM PM Project Location Land Use Size Code[a] Daily In Out Total In Out Total 1 Industrial Building [b] Industrial Building 14.5 ksf 110 101 14 1 15 2 14 16 2 Detached Condominiums Detached units 10 du 210 95 2 6 8 6 4 10 Attached units 4 du 230 23 0 2 2 1 1 2 3 Foothill Transit Intermodal Parking Facility [c] Parking Structure 550 sp -- 984 336 84 420 282 205 487 4 Two Story Office Building Office 6.722 ksf 710 74 9 1 10 2 8 10 5 Six Residential Unit Condominiums Residential 6 du 230 35 1 2 3 2 1 3 6 Warehouse Building Industrial 1.086 ksf 110 8 1 0 1 0 1 1 7 Monrovia Nursery [d] Residential 1130 du 210 10,758 226 644 870 738 415 1,153 Restaurant 17 ksf 931 1,529 78 17 95 95 58 153 Retail 45 ksf 820 1,922 27 16 43 80 87 167 8 Dhammakaya Meditation Center Religious Meditation Center 69.179 ksf 560 630 33 27 60 35 30 65 9 Gold Line Phase IIA Parking Structure 200 sp 93 502 171 43 214 144 104 248 10 Citrus Crossing Residential Single Family Residential 102 du 210 971 21 58 79 67 37 104 11 Azusa Pacific University Specific Plan [f] University 3,424 st 550 5,855 354 125 479 164 350 514

12 Residential (condominiums) Residential 62 du 230 360 5 22 27 20 12 32 13 Monrovia Nursery Single Family Residential 121 du 210 1,152 24 69 93 79 44 123 14 Single-family subdivision Single Family Residentia 12 du 210 114 2 7 9 8 4 12 15 Grand/Foothill Residential Housing Multi-Family Residential (townhouses) 150 du 230 872 13 53 66 50 28 78 16 Gables on 66 Single Family residential 20 ddu 210 190 4 11 15 13 7 20 Multi-Family Residential (townhouses) 106 du 230 616 9 38 47 35 20 55 Retail 2 ksf 820 85 1 1 2 3 4 7 17 Gold Line Phase IIB Light rail station and parking structure with 400 spaces 400 sp 93 1,004 342 86 428 288 208 496 18 Glendora Station Multi-Family Residential (townhouses) 53 du 230 308 4 19 23 18 10 28 19 Avalon Bay Mixed Use Project Multi-Family Residential (apartments) 280 du 220 1,862 45 109 154 115 73 188 Retail 4 ksf 820 171 2 2 4 7 8 15

TOTAL RELATED PROJECT TRAFFIC 30,221 1,724 1,443 3,167 2,254 1,733 3,987 Notes: du = dwelling units; ac = acres; ksf = one thousand square feet; sp = parking space; hb = hospital beds; st=students [a] Trip generation estimates based on "Trip Generation" (9th Edition, ITE, 2012) unless otherwise noted. [b] Land use size was estimated to equal the ADT given by City of Azusa. [c] Trip generation from project EIR [d] Dwelling units provided by City of Azusa. Restaurant and retail uses were assumed for commercial and mixed-use trip generation estimates to eqaul ADT given by the City of Azusa for those uses. [e] Student projection was sourced from Azusa Pacific University Specific Plan.

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 4 (4)

180 (97) 68 (99)

e 308 (350)

d

15 (5) 15 (682) 895 (108) 97 (13) 11 (23) 24 (17) 21 ac STOP d acce 338 (471) 385 (521) 43 (33)

9th St 9th St 9th St

be d STOP ac

10 (10) d 50 (94) e 4 (33) 278 (487) 129 (155) 142 (167)

19 (37)

STOP

42 (52) 42 (55) 32

94 (101) 94

137 (105) 137 (840) 616 (331) 176

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 137 (149)

1,125 (663) 266 (369)

1,269 (1,142)

61 (76) 61 (16) 16 (30) 13

208 (285) 208 (913) 967 (255) 255

ce STOP d bcce 1,144 (841)

177 (305) ace aacc 53 (82)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

be ace d ccf 55 (84) 709 (1,806) 309 (466) 849 (1,789) 122 (303) 669 (1,615)

29 (41) (8) 8

11 (13) 11 (56) 43

168 (139) 168 (845) 672 (263) 192

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St

Azusa Azusa Ave San San GabrielAve

100 (63) 30 (42)

b

e

59 (31) 59 (1,477) 1,237 (58) 13 bcce 33 (46) 88 (85)

5th St 5th St

bcf e 69 (96) 27 (54) b

46 (33) 61 (96)

34 (44) 34 (70) 48 1,072 (1,216) 1,072

Figure 4 Peak Hour Traffic Volumes and Lane Configurations Cumulative Base (2035) Conditions Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

• Pooled household survey data for 239 MXDs in six diverse US regions • Statistically derived equations on internal trip capture and mode shares • Validation at 27 existing MXD sites across the US • Peer reviews

Plan+ 2.0 accounts for 97% of the statistical variation in trip generation among the 27 validation sites, compared to 65% for the ITE Handbook. It also all but eliminates the Handbook’s systematic overestimate of traffic, found to be 35% for the validation sites. Plan+ 2.0 reduces the overestimate to 4%.

The model starts with ITE trip generation rates for each individual land use, and through the statistical processes of the model, quantifies the appropriate trip reduction for the specific mixed of project uses, and accounts for internal trips, as well as walking, biking, and transit trips. The resulting trip generation estimate for the Azusa TOD Specific Plan is shown in Table 6.

PROJECT TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT

The geographic distribution of trips generated by the proposed project is dependent on characteristics of the street system serving the project site, the level of accessibility of routes to and from the proposed project site, and the locations of employment and commercial centers to which residents of the project would be drawn. The general distribution pattern for this study was developed in consultation with the City of Azusa. Project trip distribution estimates were used to assign the project-generated traffic to the local and regional street system and through the study intersections. The distribution of project trips is illustrated in Figure 5.

PROJECT TRAFFIC CIRCULATION

To achieve General Plan goals including the promotion of economic vitality in the Downtown Azusa district, the proposed project includes transitioning 1-way San Gabriel Avenue and 1-way Azusa Avenue to operate as 2-way roadways. A cross section of San Gabriel Avenue and Azusa Avenue with 2-way operations is shown in Figure 6. The modification of the street network to 2-way operations will result in traffic circulation changes and modified operations at San Gabriel Avenue and Azusa Avenue study area intersections.

Azusa Avenue 2-Way Circulation

With the project, Azusa Avenue will operate as an undivided 2-way roadway with one lane in each direction. Northbound and southbound left turns will be restricted (not allowed) on Azusa Avenue due to the geometric constraints of existing landscaped bulb-outs at the corners of 9 th Street, Foothill Boulevard, and 5th Street. As the roadway geometry could not accommodate dedicated left-turn lanes without excessive delay to through and right-turning vehicles served in the single lane, northbound and southbound left turns were restricted from Azusa Avenue for the Cumulative plus Project operating condition, except at southbound 9 th Street as the right-of-way widens to 96 feet and can accommodate a dedicated left-turn lane. Angled parking in the southbound direction will need to be restriped with 2-way operations, but a minimal amount of parking spaces are expected to be removed as a result.

17

TABLE 6 PROJECT TRIP GENERATION

Weekday Trips Daily Trips Land Use ITE Code [a] Size Units AM Peak Hour PM Peak Hour Rate Total Rate In Out Total Rate In Out Total Proposed Project Residential Condominiums 230 2,100 DU [b] 9,091 [b] 100 490 590 [b] 489 241 730

Retail 820 584.529 ksf [c] 21,397 [c] 284 174 458 [c] 939 1,017 1,956

Restaurant (High-Turnover Sit Down) 932 40.930 ksf 127.15 5,204 10.81 243 199 442 9.85 242 161 403

Restaurant (Fast Food) 934 34.108 ksf 496.12 16,922 45.42 790 759 1,549 32.65 579 535 1,114

Restaurant (Quality) 931 61.394 ksf 89.95 5,522 0.81 25 25 50 7.49 308 152 460

General Office 710 439.584 ksf [d] 4,045 [d] 551 75 626 [d] 97 474 571

Bank 912 22.5 ksf 148.15 3,333 12.08 155 117 272 24.30 274 273 547

Hotel 310 297 rooms 8.17 2,426 0.53 93 64 157 0.60 91 87 178

Subtotal Project Trips (base ITE rates) 62,419 2,216 1,878 4,094 2,711 2,788 5,499 MXD model calibration of base ITE rates -12,990 -531 -450 -981 -1,030 -1,060 -2,090 reflecting project & site specific characteristics Project Vehicle Trips 49,429 1,685 1,428 3,113 1,681 1,728 3,409 Existing Land Use Zoning Residential Condominiums 230 1,260 DU [b] 5,828 [b] 67 325 392 [b] 322 158 480

Retail 820 339.429 ksf [c] 15,029 [c] 204 125 329 [c] 652 707 1,359

Restaurant (High-Turnover Sit Down) 932 23.290 ksf 127.15 2,961 10.81 139 113 252 9.85 137 92 229

Restaurant (Fast Food) 934 19.408 ksf 496.12 9,629 45.42 450 432 882 32.65 330 304 634

Restaurant (Quality) 931 34.934 ksf 89.95 3,142 0.81 14 14 28 7.49 176 86 262

General Office 710 346.584 ksf [d] 3,376 [d] 455 62 517 [d] 79 388 467

Bank 912 16.4 ksf 148.15 2,430 12.08 113 85 198 24.30 200 199 399

Hotel 310 147 rooms 8.17 1,201 0.53 46 32 78 0.60 45 43 88

Subtotal Existing Trips (base ITE rates) 40,454 1,474 1,174 2,648 1,765 1,891 3,656 MXD model calibration of base ITE rates -7,339 -311 -249 -560 -612 -657 -1,269 reflecting project & site specific characteristics Existing Land Uses Vehicle Trips 33,115 1,163 925 2,088 1,153 1,234 2,387 NET NEW PROJECT VEHICLE TRIPS 16,314 522 503 1,025 528 494 1,022 [a] Trip generation estimates based on "Trip Generation" (9th Edition, ITE, 2012) unless otherwise noted. [b] ITE residential condominiums trip generation equations used rather than linear trip generation rate: Daily: Ln(T) = 0.87 * Ln(A) + 2.46, where T = trips, A = area in ksf AM Peak Hour: Ln(T) = 0.8 * Ln(A) + 0.26, where T = trips, A = area in ksf PM Peak Hour: Ln(T) = 0.82 * Ln(A) + 0.32, where T = trips, A = area in ksf [c] ITE shopping center trip generation equations used rather than linear trip generation rate: Daily: Ln(T) = 0.65 * Ln(A) + 5.83, where T = trips, A = area in ksf AM Peak Hour: Ln(T) = 0.61 * Ln(A) + 2.24, where T = trips, A = area in ksf PM Peak Hour: Ln(T) = 0.67 * Ln(A) + 3.31, where T = trips, A = area in ksf [d] ITE office trip generation equations used rather than linear trip generation rate: Daily: Ln(T) = 0.76 * Ln(A) + 3.68, where T = trips, A = area in ksf AM Peak Hour: Ln(T) = 0.80 * Ln(A) + 1.57, where T = trips, A = area in ksf PM Peak Hour: T = 1.21 * A + 78.45, where T = trips, A = area in ksf #

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Figure 5 Project Trip Distribution Azusa Avenue EXISTING PROPOSED

9’ 12’ 12’ 22’ 9’ 12’ 12’ 22’

San Gabriel Avenue EXISTING PROPOSED

8’ 14’ 12’ 12’ 14’ 6’ 8’ 5’ 3’ 11’ 12’ 11’ 3’ 5’ 8’

Figure 6 Project Cross Sections: Azusa and San Gabriel Avenues Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

San Gabriel Avenue 2-Way Circulation

San Gabriel Avenue will operate as a divided 2-way roadway, with a 2-way left-turn lane and a median two-way left-turn lane. Dedicated left-turn lanes will be provided at study intersections in the northbound and southbound direction and a Class II bicycle lane will be provided in each direction with a 3-foot buffer from the through traffic. Parallel on-street parking will not be modified. Existing angled parking on the east side of San Gabriel Avenue will be converted to parallel parking between the railroad tracks and 9th Street. Some parking spaces and bulb-outs will be removed to accommodate the configuration. Eastbound left turns from Foothill Boulevard onto San Gabriel Avenue will be prohibited to preserve a raised landscaped median. Similarly, westbound left turns from Foothill Boulevard onto Azusa Avenue will also be prohibited to preserve a raised landscaped median.

Project and Background Volume Shifts due to Circulation Changes

Azusa Avenue and San Gabriel Avenue currently operate as a 1-way couplet, where northbound vehicles use Azusa Avenue and southbound vehicles use San Gabriel Avenue. The transition of Azusa Avenue and San Gabriel Avenue to 2-way operations will result in vehicular traffic circulation changes in the downtown area. In estimating the circulation changes from converting the 1-way couplet to 2-way roadways, an initial estimate of approximately 50% of the northbound Azusa Avenue volumes and 50% of the southbound San Gabriel Avenue volumes were shifted to the other roadway, given that the roadways operate as a couplet under Existing conditions.

Further considerations in refining the estimated percentage shift of traffic volumes accounted for the right-of-way availability of the roadways, lane geometry considerations, and frequency of access points. For example, San Gabriel Avenue has a 66-foot curb-to-curb right-of-way and Azusa Avenue has a 55- foot curb-to-curb right-of-way. Wider roadways provide increased capacity and ease of drivability; therefore, more through traveling vehicles were anticipated to use San Gabriel Avenue over Azusa Avenue. In addition, San Gabriel Avenue has fewer driveways and access points, allowing for fewer conflicts and side friction along this corridor compared to Azusa Avenue. With these considerations, it was determined that approximately 60% of northbound Azusa Avenue traffic would likely shift to northbound San Gabriel. Conversely, approximately 40% of southbound vehicles on San Gabriel Avenue would shift to Azusa Avenue with 2-way operations. Respective shifts in turning movements were also included in the redistributed vehicle volumes with the project. The proposed project volumes are shown in Figure 7.

The shifts in traffic volumes due to the circulation changes were also similarly reflected in traffic volume shifts from the related projects.

21

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 2 (2) 4 (4) 0 (0)

1 (1) 3 (3) 22 (22)

d

0 (0) 0 (12) 12 (2) 2 (2) 2 (18) 18 (4) 4 (0) 0 (15) 15 (0) 0

ae ae STOP d d acf 2 (2) 28 (28) 9 (9)

9th St 9th St 9th St

ae d d STOP

ae d 0 (0) d 2 (2) 0 (0)

1 (1) 3 (3) 19 (19)

2 (2) 2 (0) 0

9 (10) (9) 9 0 (0) 28 (29)

STOP

11 (11) 11 (18) 18 (37) 38 (16) 16 (14) 14 (19) 19

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 7 (7) 19 (19)

12 (12)

65 (64) 65 (65)

6 (6) 6 (40) 41 (3) 3 (25) 25 (21) 21

0 (0) 0 (35) 35 (7) 7

ce STOP e d

acf 85 (84) ace

aace 18 (18) 2 (2)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP ace acf ace e d ccf 6 (7) 3 (3) 67 (68) 87 (87) 59 (59)

23 (23)

0 (0) 0 (2) 2

0 (0) (6) 6 0 (0)

39 (40) 39 (24) 24

22 (22) 22 (36) 36 (18) 18

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 24 (24) 2 (2)

41 (40) 61 (60)

d d 19 (19) 19 (13) 14 (30) 30 (27) 27 (19) 19 e acf 23 (23) 5 (5)

5th St 5th St

acf e d 20 (20) d 29 (29)

43 (43) 63 (63) 5 (5) 5

0 (0) (0) 0 6 (6)

14 (14) 14 (25) 24 (28) 28

Figure 7 Peak Hour Traffic Volumes and Lane Configurations Project Only Conditions Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

ALTERNATIVE PROJECT TRAFFIC CIRCULATION

The alternative project includes transitioning San Gabriel Avenue to 2-way operations, and Azusa Avenue would continue to operate as a 1-way roadway. This analysis includes two circulation sub-alternatives:

• Sub-Alternative 1 – This circulation alternative was analyzed with 2-way circulation on San Gabriel Avenue and 1-way circulation (northbound) on Azusa Avenue. San Gabriel Avenue includes one lane in each direction, a median turn-lane, bicycle lanes, and maintains parking on both sides of the street. Azusa Avenue includes the current configuration of two northbound lanes.

• Sub-Alternative 2 – This circulation alternative was analyzed with 2-way circulation on San Gabriel Avenue and 1-way circulation (northbound) on Azusa Avenue. San Gabriel Avenue includes two southbound lanes and one northbound lane, a median turn-lane, and maintains parking on both sides of the street. Azusa Avenue includes the current configuration of two northbound lanes.

Alternative Project and Background Volume Shifts due to Circulation Changes

With San Gabriel Avenue operating as a 2-lane roadway, some northbound vehicular traffic from Azusa Avenue is anticipated to shift to San Gabriel Avenue due to improved access on San Gabriel Avenue for northbound vehicles. To estimate the number of northbound vehicles that would shift from Azusa Avenue to San Gabriel Avenue, the available northbound capacity on both roadways was assessed. Azusa Avenue would continue to provide two northbound travel lanes and San Gabriel Avenue would provide one northbound travel lane. As such, approximately one-third of northbound Azusa Avenue traffic would shift to San Gabriel Avenue. Respective shifts in turning movements were also included in the traffic shifts with both alternatives. Alternative 1 and Alternative 2 project only peak hour volumes and lane configurations are shown in Figures 9 and 10.

EXISTING PLUS PROJECT TRAFFIC VOLUMES

The Existing plus Project scenario represent existing traffic conditions with the specific plan land uses and roadway network circulation changes without related projects and ambient growth. The proposed project traffic volumes were added to the existing traffic volumes to develop the Existing plus Project traffic forecasts. Figure 11 illustrates the resulting projected peak hour traffic volumes and lane geometries for the Existing plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on both roadways.

23

Azusa Avenue EXISTING ALTERNATIVE 1 ALTERNATIVE 2 Same as Existing Same as Existing

9’ 12’ 12’ 22’ 9’ 12’ 12’ 22’ 9’ 12’ 12’ 22’

San Gabriel Avenue EXISTING ALTERNATIVE 1 ALTERNATIVE 2

8’ 14’ 12’ 12’ 14’ 6’ 8’ 5’ 3’ 11’ 12’ 11’ 3’ 5’ 8’ 8’ 14’ 12’ 12’ 14’ 6’

Figure 8 Project Cross Section Alternatives: Azusa and San Gabriel Avenues

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 0 (0)

2 (2)

4 (4) e 10 (10)

d

0 (0) 0 (33) 33 (9) 9 (0) 0 (10) 10 (0) 0

ae STOP d acf 18 (18) 33 (33) 9 (9)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 0 (0) 2 (2) 2 (3) 24 (23)

20 (20) 3 (3) 3

8 (8) (6) 6 16 (16)

STOP

13 (13) 13 (10) 10 (22) 23 (18) 18 (32) 32 (13) 13 (19) 19

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 15 (15) 17 (17)

22 (23)

65 (64) 78 (78)

5 (5) 5 (13) 13 (15) 15

0 (0) 0 (84) 85 (22) 22

ce STOP d

acf 87 (85) ace

aace 39 (38) 2 (2)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 5 (5) 67 (68) 10 (10) 60 (60)

23 (23) 83 (84)

0 (0) 0 (2) 2

4 (4) 4 0 (0)

21 (20) 21 (70) 70 (13) 13

22 (22) 22 (34) 34 (15) 15

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

2 (2)

17 (17) e

d 43 (42) 43 (63) 64 (26) 26 acf 57 (57) 14 (14)

5th St 5th St acf bcf

28 (28) d 16 (16) b 35 (35)

59 (59)

0 (0) 0 (0) 0

0 (0) (0) 0

16 (17) 16 (15) 15 (53) 53

Figure 9 Peak Hour Traffic Volumes and Lane Configurations Alternative 1 Project Only Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 0 (0)

2 (2)

4 (4) e 10 (10)

d

0 (0) 0 (33) 33 (9) 9 (0) 0 (10) 10 (0) 0

ae STOP d accf 18 (18) 33 (33) 9 (9)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 0 (0) 2 (2) 2 (3) 24 (23)

20 (20) 3 (3) 3

8 (8) (6) 6 16 (16)

STOP

13 (13) 13 (10) 10 (22) 23 (18) 18 (32) 32 (13) 13 (19) 19

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 15 (15) 17 (17)

22 (23)

65 (64) 78 (78)

5 (5) 5 (13) 13 (15) 15

0 (0) 0 (84) 85 (22) 22

ce STOP d

accf 87 (85) ace

aace 39 (38) 2 (2)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 5 (5) 67 (68) 10 (10) 60 (60)

23 (23) 83 (84)

0 (0) 0 (2) 2

4 (4) 4 0 (0)

21 (20) 21 (70) 70 (13) 13

22 (22) 22 (34) 34 (15) 15

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

2 (2)

17 (17) e

d 43 (42) 43 (63) 64 (26) 26 accf 57 (57) 14 (14)

5th St 5th St acf bcf

28 (28) d 16 (16) b 35 (35)

59 (59)

0 (0) 0 (0) 0

0 (0) (0) 0

16 (17) 16 (15) 15 (53) 53

Figure 10 Peak Hour Traffic Volumes and Lane Configurations Alternative 2 Project Only Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 2 (2) 45 (48) 3 (3)

150 (81) 159 (121) 155 (137)

d

12 (4) 12 (429) 653 (45) 50 (2) 2 (18) 18 (4) 4 (11) 9 (34) 35 (14) 17

ae ae STOP d d acf 119 (79) 28 (28) 31 (17)

9th St 9th St 9th St

ae d d STOP

ae d 0 (0) d 5 (29) 8 (8)

42 (79) 88 (95) 148 (156) 2 (2) 2

116 (138) (9) 9 0 (0) 42 (58)

STOP

11 (11) 11 (52) 57 (57) 49 (41) 36

109 (83) 109

464 (572) 464 (112) 104

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 7 (7) 96 (95)

179 (246)

925 (511) 968 (805)

6 (6) 6 (40) 41 (47) 40 (38) 38 (44) 30

67 (43) 67 (572) 709 (169) 187

ce STOP e d

acf 926 (629) ace

aace 129 (219) 37 (56)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP ace acf ace e d ccf 111 (135) 39 (49) 443 (1,178) 549 (1,247) 649 (1,321) 120 (269)

0 (0) 24 (34) (7) 7

33 (35) 33 (31) 29

22 (22) 22 (36) 36 (18) 18

441 (461) 441 (153) 130

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 24 (24) 27 (37)

124 (92) 134 (130)

d d 68 (45) 68 (964) 876 (78) 41 (27) 27 (19) 19 e acf 50 (61) 5 (5)

5th St 5th St

acf e d 20 (20) d 51 (74) 100 (122) 113 (142)

38 (27) (0) 0 6 (6)

14 (14) 14 (25) 24 (63) 45 725 (684) 725

Figure 11 Peak Hour Traffic Volumes and Lane Configurations Existing (2014) Plus Project Conditions Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

ALTERNATIVE 1 EXISTING PLUS PROJECT TRAFFIC VOLUMES

For Alternative 1 Existing plus Project volumes, the proposed project traffic volumes were added to the existing traffic volumes to develop the Alternative 1 Existing plus Project traffic forecasts. Figure 12 illustrates the resulting projected peak hour traffic volumes and lane geometries for the Alternative 1 Existing plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on San Gabriel Avenue only.

ALTERNATIVE 2 EXISTING PLUS PROJECT TRAFFIC VOLUMES

For Alternative 2 Existing plus Project volumes, the proposed project traffic volumes were added to the existing traffic volumes to develop the Alternative 2 Existing plus Project traffic forecasts. Figure 13 illustrates the resulting projected peak hour traffic volumes and lane geometries for the Alternative 2 Existing plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on San Gabriel Avenue only with a second southbound lane.

CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES

The Cumulative plus Project scenario represents future traffic conditions with the build-out of the specific plan land uses and roadway network circulation changes. The proposed project traffic volumes were then added to the Cumulative Base traffic volumes to develop the Cumulative plus Project traffic forecasts. Figure 14 illustrates the resulting projected peak hour traffic volumes and lane geometries for the Cumulative plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on both roadways.

ALTERNATIVE 1 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES

For Alternative 1 Cumulative plus Project volumes, the proposed project traffic volumes were then added to the Cumulative Base traffic volumes to develop the Alternative 1 Cumulative plus Project traffic forecasts. Figure 15 illustrates the resulting projected peak hour traffic volumes and lane geometries for Alternative 1 Cumulative plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on San Gabriel Avenue only.

ALTERNATIVE 2 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES

For Alternative 2 Cumulative plus Project volumes, the proposed project traffic volumes were then added to the Cumulative Base traffic volumes to develop the Alternative 2 Cumulative plus Project traffic forecasts. Figure 16 illustrates the resulting projected peak hour traffic volumes and lane geometries for Alternative 2 Cumulative plus Project scenario for a typical weekday, including the shifts assuming 2-way operations on San Gabriel Avenue only with a second southbound lane.

28

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 3 (3)

43 (46)

153 (84) e 143 (125)

d

12 (4) 12 (450) 674 (52) 57 (11) 9 (29) 30 (14) 17

ae STOP d acf 174 (136) 150 (110) 31 (17)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 8 (8) 5 (29) 43 (81) 153 (160) 105 (112)

115 (136) (6) 6 30 (45)

STOP

13 (13) 13 (10) 10 (39) 44 (56) 48 (41) 36

98 (107) 98

132 (105) 132 (572) 464

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 15 (15) 94 (93)

189 (257)

925 (511) 981 (818)

42 (49) 42 (26) 26 (38) 24

67 (43) 67 (621) 759 (184) 202

ce STOP d

acf 928 (630) ace

aace 150 (239) 37 (56)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 41 (51) 443 (1,178) 115 (138) 650 (1,322) 120 (269) 545 (1,244)

24 (34) (7) 7

22 (24) 22 (31) 29

22 (22) 22 (34) 34 (15) 15

156 (131) 156 (491) 472 (151) 128

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

27 (37)

100 (69) e

d 92 (68) 92 (1,014) 926 (74) 37 acf 130 (127) 41 (52)

5th St 5th St acf bcf

28 (28) d 38 (61) b 92 (114) 109 (138)

38 (27) (0) 0

16 (17) 16 (15) 15 (36) 28 (58) 40 750 (709) 750

Figure 12 Peak Hour Traffic Volumes and Lane Configurations Alternative 1 Existing Plus Project Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 3 (3)

43 (46)

153 (84) e 143 (125)

d

12 (4) 12 (450) 674 (52) 57 (11) 9 (29) 30 (14) 17

ae STOP d accf 174 (136) 150 (110) 31 (17)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 8 (8) 5 (29) 43 (81) 153 (160) 105 (112)

115 (136) (6) 6 30 (45)

STOP

13 (13) 13 (10) 10 (39) 44 (56) 48 (41) 36

98 (107) 98

132 (105) 132 (572) 464

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 15 (15) 94 (93)

189 (257)

925 (511) 981 (818)

42 (49) 42 (26) 26 (38) 24

67 (43) 67 (621) 759 (184) 202

ce STOP d

accf 928 (630) ace

aace 150 (239) 37 (56)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 41 (51) 443 (1,178) 115 (138) 650 (1,322) 120 (269) 545 (1,244)

24 (34) (7) 7

22 (24) 22 (31) 29

22 (22) 22 (34) 34 (15) 15

156 (131) 156 (491) 472 (151) 128

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

27 (37)

100 (69) e

d 92 (68) 92 (1,014) 926 (74) 37 accf 130 (127) 41 (52)

5th St 5th St acf bcf

28 (28) d 38 (61) b 92 (114) 109 (138)

38 (27) (0) 0

16 (17) 16 (15) 15 (36) 28 (58) 40 750 (709) 750

Figure 13 Peak Hour Traffic Volumes and Lane Configurations Alternative 2 Existing Plus Project Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 2 (2) 64 (91) 4 (4)

181 (98) 342 (410) 330 (372)

d

16 (5) 16 (621) 861 (54) 60 (2) 2 (113) 80 (46) 38 (13) 11 (38) 39 (17) 21

ae ae STOP d d acf 294 (359) 82 (153) 52 (42)

9th St 9th St 9th St

ae d d STOP

ae d 0 (0) d 6 (35) 10 (10) 51 (95) 123 (157) 297 (506)

138 (165) (9) 9 0 (0) 47 (66)

STOP

19 (45) 19 (66) 56 (74) 51

83 (175) 83

132 (100) 132 (721) 573 (338) 203 (117) 110

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 23 (33) 156 (168)

261 (354)

1,196 (760) 1,327 (1,199)

22 (53) 22 (187) 126 (79) 64 (41) 41 (51) 34

192 (238) 192 (836) 941 (240) 246

ce STOP e d

acf 1,239 (945) ace

aace 198 (328) 44 (67)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP ace acf ace e d ccf 308 (464) 58 (87) 770 (1,859) 770 (1,743) 906 (1,842) 145 (326)

0 (0) 29 (41) (8) 8

35 (37) 35 (37) 35

23 (23) 23 (88) 49

654 (745) 654 (207) 171 109 (217) 109

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 24 (24) 32 (44)

141 (103) 149 (145)

d d 78 (50) 78 (1,353) 1,174 (88) 43 (27) 27 (196) 124 e acf 56 (69) 5 (6)

5th St 5th St

acf e d 20 (20) d 56 (83) 112 (139) 124 (159)

46 (33) (0) 0 6 (6)

24 (25) 24 (78) 56

119 (266) 119 1,016 (1,041) 1,016

Figure 14 Peak Hour Traffic Volumes and Lane Configurations Cumulative (2035) plus Project Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 4 (4)

62 (89)

184 (101) e 318 (362)

d

15 (5) 15 (718) 929 (111) 107 (13) 11 (33) 34 (17) 21

ae STOP d acf 411 (551) 379 (516) 52 (42)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 10 (10) 6 (35) 52 (97) 301 (500) 217 (249)

137 (163) 36 (62)

STOP

11 (11) 11 (89) 43 (77) 64 (65) 55 (74) 51

97 (102) 97

160 (127) 160 (805) 611 (377) 214

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 18 (20) 154 (164)

281 (382)

1,182 (716) 1,340 (1,212)

66 (81) 66 (29) 29 (54) 29

207 (279) 207 (1,038) 1,078 (256) 262

ce STOP d

acf 1,233 (930) ace

aace 222 (351) 49 (72)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 60 (89) 767 (1,856) 305 (459) 907 (1,843) 145 (326) 760 (1,721)

29 (41) (8) 8

24 (26) 24 (37) 35

27 (27) 27 (59) 34

189 (159) 189 (797) 659 (239) 187 140 (201) 140

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

32 (44)

117 (80) e

d 102 (73) 102 (1,589) 1,333 (84) 39 acf 145 (142) 47 (60)

5th St 5th St acf bcf

28 (28) d 43 (70) b 104 (131) 120 (155)

46 (33) (0) 0

15 (15) 15 (44) 34 (70) 48

147 (245) 147 1,028 (1,108) 1,028

Figure 15 Peak Hour Traffic Volumes and Lane Configurations Alternative 1 Cumulative (2035) plus Project Conditions

1. San Gabriel Ave/9th St 2. Azusa Ave/9th St 3. Dalton Ave/9th St

STOP

Azusa Azusa Ave DaltonAve

San San GabrielAve 3 (3) 4 (4)

62 (89)

184 (101) e 318 (362)

d

15 (5) 15 (718) 929 (111) 107 (13) 11 (33) 34 (17) 21

ae STOP d accf 411 (551) 379 (516) 52 (42)

9th St 9th St 9th St

ae be d STOP

ac d 0 (0) d 10 (10) 6 (35) 52 (97) 301 (500) 217 (249)

137 (163) 36 (62)

STOP

11 (11) 11 (89) 43 (77) 64 (65) 55 (74) 51

97 (102) 97

160 (127) 160 (805) 611 (377) 214

4. San Gabriel Ave/Foothill Blvd 5. Azusa Ave/Foothill Blvd 6. Dalton Ave/Foothill Blvd

Azusa Azusa Ave DaltonAve

San San GabrielAve 18 (20) 154 (164)

281 (382)

1,182 (716) 1,340 (1,212)

66 (81) 66 (29) 29 (54) 29

207 (279) 207 (1,038) 1,078 (256) 262

ce STOP d

accf 1,233 (930) ace

aace 222 (351) 49 (72)

Foothill Blvd Foothill Blvd Foothill Blvd

STOP aacc

acf be ace d ccf 60 (89) 767 (1,856) 305 (459) 907 (1,843) 145 (326) 760 (1,721)

29 (41) (8) 8

24 (26) 24 (37) 35

27 (27) 27 (59) 34

189 (159) 189 (797) 659 (239) 187 140 (201) 140

7. San Gabriel Ave/5th St 8. Azusa Ave/5th St Azusa Azusa Ave

San San GabrielAve 26 (26)

32 (44)

117 (80) e

d 102 (73) 102 (1,589) 1,333 (84) 39 accf 145 (142) 47 (60)

5th St 5th St acf bcf

28 (28) d 43 (70) b 104 (131) 120 (155)

46 (33) (0) 0

15 (15) 15 (44) 34 (70) 48

147 (245) 147 1,028 (1,108) 1,028

Figure 16 Peak Hour Traffic Volumes and Lane Configurations Alternative 2 Cumulative (2035) plus Project Conditions

Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

4. TRAFFIC IMPACT ANALYSIS

This chapter presents an analysis of the projected future volumes to determine the potential impacts of the proposed project on the operating conditions of the surrounding street system.

SIGNIFICANCE IMPACT CRITERIA

The City of Azusa uses County of Los Angeles thresholds of significance for evaluating a project’s impact at intersections. The following thresholds of significance for the incremental increase in ICU ratio will be used to assess significant transportation impacts at the signalized study intersections:

Change in Volume to Capacity Intersection LOS (Future w/Project Under Current Conditions less Future w/o Project) A ---- B ---- C 0.040 D 0.020 E 0.010 F 0.010

Changes of project-related delay increases at unsignalized intersections are also disclosed even though no significance criteria are present in the County of Los Angeles guidance.

EXISTING PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 11 were analyzed using the analysis methodology described in Chapter 2 to determine the Existing plus Project operating conditions at the study intersections. LOS calculation worksheets are included in Appendix B.

For Existing plus Project operating conditions, Table 7 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, the following intersections are projected to operate at LOS E or worse during both peak hours under this scenario:

4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours)

The Dalton Avenue & Foothill Boulevard intersection meets the peak hour warrant for installation of a traffic signal under Existing plus Project operating conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C. As shown in Table 7, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would not result in significant impacts.

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TABLE 7 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Existing (2014) Existing (2014) + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.402 A 0.687 B 0.285 NO Signalized PM 0.365 A 0.559 A 0.194 NO 2 Azusa Avenue & 9th Street AM 0.419 A 0.657 B 0.238 NO Signalized PM 0.441 A 0.706 C 0.265 NO 3 Dalton Avenue & 9th Street AM 8.3 A 8.9 A 0.6 -- All-Way Stop-Controlled PM 8.2 A 8.9 A 0.7 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.513 A 0.848 D 0.335 NO Signalized PM 0.633 B 0.916 E 0.283 NO 5 Azusa Avenue & Foothill Boulevard AM 0.658 B 0.955 E 0.297 NO Signalized PM 0.675 B 0.943 E 0.268 NO 6 Dalton Avenue & Foothill Boulevard AM 34.2 D <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.320 A 0.785 C 0.465 NO Signalized PM 0.350 A 0.847 D 0.497 NO 8 Azusa Avenue & 5th Street AM 0.402 A 0.735 C 0.333 NO Signalized PM 0.410 A 0.743 C 0.333 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

ALTERNATIVE 1 EXISTING PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 12 were analyzed using the analysis methodology described in Chapter 2 to determine the Alternative 1 Existing plus Project operating conditions at the study intersections.

For Alternative 1 Existing plus Project conditions, Table 8 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, the following intersections are projected to operate at LOS E or worse during one or both peak hours under this scenario:

4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours) The Dalton Avenue & Foothill Boulevard intersection meets the peak hour warrant for installation of a traffic signal under Alternative 1 Existing plus Project conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C. As shown in Table 8, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would not result in significant impacts. ALTERNATIVE 2 EXISTING PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 13 were analyzed using the analysis methodology described in Chapter 2 to determine the Alternative 2 Existing plus Project operating conditions at the study intersections.

For Alternative 2 Existing plus Project operating conditions, Table 9 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, Dalton Avenue & Foothill Boulevard (AM and PM peak hours) is projected to operate at LOS E or worse during both peak hours under this scenario. This location meets the peak hour warrant for installation of a traffic signal under Alternative 2 Existing plus Project operating conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C.As shown in Table 9, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would not result in significant impacts. CUMULATIVE BASE CONDITIONS

The Cumulative Base (Year 2019) volumes shown in Figure 4 were analyzed using the LOS methodologies described in Chapter 2 to evaluate future levels of service at the study intersections for the weekday AM and PM peak hours. This analysis assumed 1.0% per year of regional traffic growth and trips from related projects within a 1.5-mile radius of the project site. The results of the intersection analysis are summarized in Table 10. As shown in Table 10, of the eight study area intersections selected for analysis, four intersections are projected to operate at LOS E or worse during one or both peak hours under Cumulative Base operating conditions:

2) Azusa Avenue & 9th Street (PM peak hour) 4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours)

36

TABLE 8 ALTERNATIVE 1 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Existing (2014) Alt. 1 Existing + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.402 A 0.718 C 0.316 NO Signalized PM 0.365 A 0.590 A 0.225 NO 2 Azusa Avenue & 9th Street AM 0.419 A 0.456 A 0.037 NO Signalized PM 0.441 A 0.477 A 0.036 NO 3 Dalton Avenue & 9th Street AM 8.3 A 8.7 A 0.4 -- All-Way Stop-Controlled PM 8.2 A 8.7 A 0.5 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.513 A 0.882 D 0.369 NO Signalized PM 0.633 B 0.953 E 0.320 NO 5 Azusa Avenue & Foothill Boulevard AM 0.658 B 0.725 C 0.067 NO Signalized PM 0.675 B 0.731 C 0.056 NO 6 Dalton Avenue & Foothill Boulevard AM 34.2 D <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.320 A 0.804 D 0.484 NO Signalized PM 0.350 A 0.873 D 0.523 NO 8 Azusa Avenue & 5th Street AM 0.402 A 0.465 A 0.063 NO Signalized PM 0.410 A 0.474 A 0.064 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. TABLE 9 ALTERNATIVE 2 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Existing (2014) Alt. 2 Existing + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.402 A 0.508 A 0.106 NO Signalized PM 0.365 A 0.450 A 0.085 NO 2 Azusa Avenue & 9th Street AM 0.419 A 0.456 A 0.037 NO Signalized PM 0.441 A 0.477 A 0.036 NO 3 Dalton Avenue & 9th Street AM 8.3 A 8.7 A 0.4 -- All-Way Stop-Controlled PM 8.2 A 8.7 A 0.5 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.513 A 0.645 B 0.132 NO Signalized PM 0.633 B 0.759 C 0.126 NO 5 Azusa Avenue & Foothill Boulevard AM 0.658 B 0.725 C 0.067 NO Signalized PM 0.675 B 0.731 C 0.056 NO 6 Dalton Avenue & Foothill Boulevard AM 34.2 D <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.320 A 0.514 A 0.194 NO Signalized PM 0.350 A 0.556 A 0.206 NO 8 Azusa Avenue & 5th Street AM 0.402 A 0.465 A 0.063 NO Signalized PM 0.410 A 0.474 A 0.064 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. TABLE 10 CUMULATIVE (2035) AND CUMULATIVE PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Cumulative Base (2035) Cumulative (2035) + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.613 B 0.687 B 0.074 NO Signalized PM 0.693 B 0.559 A -0.134 NO 2 Azusa Avenue & 9th Street AM 0.676 B 0.657 B -0.019 NO Signalized PM 0.908 E 0.706 C -0.202 NO 3 Dalton Avenue & 9th Street AM 11.6 B 13.4 B 1.8 -- All-Way Stop-Controlled PM 18.8 C 27.6 C 8.8 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.675 B 0.848 D 0.173 NO Signalized PM 0.997 E 0.916 E -0.081 NO 5 Azusa Avenue & Foothill Boulevard AM 0.971 E 0.955 E -0.016 NO Signalized PM 1.030 F 0.943 E -0.087 NO 6 Dalton Avenue & Foothill Boulevard AM <50+ F <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.398 A 0.785 C 0.387 NO Signalized PM 0.455 A 0.847 D 0.392 NO 8 Azusa Avenue & 5th Street AM 0.537 A 0.735 C 0.198 NO Signalized PM 0.607 B 0.743 C 0.136 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

CUMULATIVE PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 14 were analyzed using the analysis methodology described in Chapter 2 to determine the Cumulative plus Project operating conditions at the study intersections.

For Cumulative plus Project operating conditions, Table 10 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, the following intersections are projected to operate at LOS E or worse during both peak hours under this scenario:

4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours)

The Dalton Avenue & Foothill Boulevard intersection meets the peak hour warrant for installation of a traffic signal under Cumulative plus Project operating conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C. As shown in Table 10, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would not result in significant impacts. ALTERNATIVE 1 CUMULATIVE PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 15 were analyzed using the analysis methodology described in Chapter 2 to determine the Alternative 1 Cumulative plus Project operating conditions at the study intersections.

For Alternative 1 Cumulative plus Project operating conditions, Table 11 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, the following intersections are projected to operate at LOS E or worse during one or both peak hours under this scenario:

1) San Gabriel Avenue & 9th Street (AM and PM peak hours) 2) Azusa Avenue & 9th Street (PM peak hour) 4) San Gabriel Avenue & Foothill Boulevard (AM and PM peak hours) 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours) 7) San Gabriel Avenue & 5th Street (AM and PM peak hours)

The Dalton Avenue & Foothill Boulevard intersection meets the peak hour warrant for installation of a traffic signal under Alternative 1 Cumulative plus Project operating conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C. As shown in Table 11, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would result in significant impacts at the following locations:

2) Azusa Avenue & 9th Street (PM peak hour) 4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM peak hour)

40

TABLE 11 ALTERNATIVE 1 CUMULATIVE PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Cumulative Base (2035) Alt. 1 Cumulative + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.613 B 1.043 F 0.430 NO Signalized PM 0.693 B 1.042 F 0.349 NO 2 Azusa Avenue & 9th Street AM 0.676 B 0.708 C 0.032 NO Signalized PM 0.908 E 0.931 E 0.023 YES 3 Dalton Avenue & 9th Street AM 11.6 B 12.8 B 1.2 -- All-Way Stop-Controlled PM 18.8 C 24.4 C 5.6 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.675 B 1.166 F 0.491 NO Signalized PM 0.997 E 1.468 F 0.471 YES 5 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES Signalized PM 1.030 F 1.042 F 0.012 YES 6 Dalton Avenue & Foothill Boulevard AM <50+ F <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.398 A 1.073 F 0.675 NO Signalized PM 0.455 A 1.251 F 0.796 NO 8 Azusa Avenue & 5th Street AM 0.537 A 0.570 A 0.033 NO Signalized PM 0.607 B 0.620 B 0.013 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

ALTERNATIVE 2 CUMULATIVE PLUS PROJECT CONDITIONS

The traffic volumes presented in Figure 16 were analyzed using the analysis methodology described in Chapter 2 to determine the Alternative 2 Cumulative plus Project operating conditions at the study intersections.

For alternative 2 Cumulative plus Project operating conditions, Table 12 summarizes the results of the AM and PM peak hour signalized and unsignalized intersections. Based on the analysis, the following intersections are projected to operate at LOS E or worse during one or both peak hours under this scenario:

2) Azusa Avenue & 9th Street (PM peak hour) 4) San Gabriel Avenue & Foothill Boulevard (AM and PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) 6) Dalton Avenue & Foothill Boulevard (AM and PM peak hours)

The Dalton Avenue & Foothill Boulevard intersection meets the peak hour warrant for installation of a traffic signal under Alternative 2 Cumulative plus Project operating conditions and is projected to operate acceptably with the installation of a signal. The signal warrant analysis is provided in Appendix C. As shown in Table 12, after applying the aforementioned County of Los Angeles significant impact criteria, it is determined that the proposed project would result in significant impacts at the following locations:

2) Azusa Avenue & 9th Street (PM peak hour) 4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) 5) Azusa Avenue & Foothill Boulevard (AM peak hour)

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TABLE 12 ALTERNATIVE 2 CUMULATIVE PLUS PROJECT INTERSECTION LEVEL OF SERVICE ANALYSIS

Cumulative Base (2035) Alt. 2 Cumulative + Project Impacts PEAK NO. INTERSECTION V/C or V/C or Change in HOUR LOS LOS Significant? Delay (sec) Delay (sec) V/C or Delay 1 San Gabriel Avenue & 9th Street AM 0.613 B 0.752 C 0.139 NO Signalized PM 0.693 B 0.817 D 0.124 NO 2 Azusa Avenue & 9th Street AM 0.676 B 0.708 C 0.032 NO Signalized PM 0.908 E 0.931 E 0.023 YES 3 Dalton Avenue & 9th Street AM 11.6 B 12.8 B 1.2 -- All-Way Stop-Controlled PM 18.8 C 24.4 C 5.6 -- 4 San Gabriel Avenue & Foothill Boulevard AM 0.675 B 0.829 D 0.154 NO Signalized PM 0.997 E 1.143 F 0.146 YES 5 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES Signalized PM 1.030 F 1.042 F 0.012 YES 6 Dalton Avenue & Foothill Boulevard AM <50+ F <50+ F -- -- Two-Way Stop-Controlled PM <50+ F <50+ F -- -- 7 San Gabriel Avenue & 5th Street AM 0.398 A 0.657 B 0.259 NO Signalized PM 0.455 A 0.755 C 0.300 NO 8 Azusa Avenue & 5th Street AM 0.537 A 0.570 A 0.033 NO Signalized PM 0.607 B 0.620 B 0.013 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

PROPOSED MITIGATION MEASURES

The following section discusses the mitigation measures proposed to mitigate the proposed project’s significant impacts under future with project conditions. Project significant impacts were identified under Alternative 1 and 2 Cumulative plus Project operating conditions. The following sections describe the proposed mitigation measures.

PHYSICAL MITIGATION MEASURES

The mitigation program for the project includes measures to increase the capacity and/or efficiency of the roadway system at impacted locations. Opportunities for physical and operational mitigation measures such as restriping of intersection approaches to add turn lanes and improving traffic control devices or signal phasing were investigated. The emphasis was to identify physical and/or operational improvements that could be implemented efficiently and maintain consistency with General Plan goals.

Proposed Project

No mitigation measures are proposed for the proposed project since it did not result in significant impacts under Existing plus Project or Cumulative plus Project operating conditions.

Alternative 1

Under the Alternative 1 Cumulative plus Project operating conditions, three intersections are projected to be impacted under the impact criteria. The recommended mitigation measures below would mitigate two of the three identified project impacts, as shown in Table 13. The following provides a description of the proposed improvements: 2) Azusa Avenue & 9 th Street (PM peak hour) – This intersection could be mitigated with the addition of a westbound right-turn lane. The westbound lane configuration currently consists of one shared through/right-turn lane. The proposed mitigation would modify this approach to include one through lane and one right-turn lane. It should be noted that there are two residential driveways and several on-street parking spaces along the north side of 9 th Street. Approximately four on-street vehicle parking spaces would need to be removed to install red curb for the westbound right-turn lane. This mitigation measure could be accomplished within the existing right-of-way with restriping and would reduce the project’s incremental increase in V/C to a level below significance under Alternative 1 Cumulative plus project operating conditions. 4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) – To mitigate the significant impact at this location, a measure was explored consisting of restriping options that would result in additional north and southbound through lanes or left-turn lanes at this intersection. Currently, this approach consists of four southbound lanes and would be modified to accommodate 2-way traffic with the specific plan circulation concept. While these mitigation measures could be implemented within the existing right-of-way, they would not reduce the V/C to a level below significance, therefore the impact at this intersection would remain significant.

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TABLE 13 ALTERNATIVE 1 CUMULATIVE PLUS PROJECT INTERSECTION MITIGATION ANALYSIS

Cumulative Base (2035) Alt. 1 Cumulative + Project Impacts Alt. 1 + Project + Mitigation Impacts PEAK NO. INTERSECTION V/C or V/C or Change in V/C or Change in HOUR LOS LOS Significant? LOS Significant? Delay (sec) Delay (sec) V/C or Delay Delay (sec) V/C or Delay 2 Azusa Avenue & 9th Street AM 0.676 B 0.708 C 0.032 NO 0.669 B -0.007 NO Signalized PM 0.908 E 0.931 E 0.023 YES 0.875 D -0.033 NO 4 San Gabriel Avenue & Foothill Boulevard AM 0.675 B 1.166 F 0.491 NO 1.158 F 0.483 NO Signalized PM 0.997 E 1.468 F 0.471 YES 1.460 F 0.463 YES 5 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES 0.914 E -0.057 NO Signalized PM 1.030 F 1.042 F 0.012 YES 1.011 F -0.019 NO Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) – This intersection could be mitigated with the addition of a westbound right-turn lane. The westbound right-of-way measures 30 feet wide, which could accommodate two through lanes and one right-turn lane with lane widths of 10 feet each. Striping a right-turn lane would require the removal of approximately four on-street parking spaces. This mitigation measure could be accomplished within the existing right-of-way with restriping and would reduce the project’s incremental increase in V/C to a level below significance under Alternative 1 Cumulative plus Project operating conditions.

Alternative 2

Under the Alternative 2 Cumulative plus Project operating conditions, three intersections are projected to be impacted under County of Los Angeles impact criteria. The recommended mitigation measures below would mitigate two of the three identified project impacts, as shown in Table 14. The following provides a description of the proposed improvements: 2) Azusa Avenue & 9th Street (PM peak hour) – This intersection could be mitigated with the addition of a westbound right-turn lane. The westbound lane configuration currently consists of one shared through/right-turn lane. The proposed mitigation would modify this approach to include one through lane and one right-turn lane. It should be noted that there are two residential driveways and several on-street parking spaces along the north side of 9 th Street. Approximately four on-street vehicle parking spaces would need to be removed to install red curb for the westbound right-turn lane. This mitigation measure could be accomplished within the existing right-of-way with restriping and would reduce the project’s incremental increase in V/C to a level below significance under Alternative 2 Cumulative plus Project operating conditions. 4) San Gabriel Avenue & Foothill Boulevard (PM peak hour) – To mitigate the significant impact at this location , a measure was explored consisting of restriping options that would result in additional north and southbound through lanes or left-turn lanes at this intersection. Currently, this approach consists of four southbound lanes and would be modified to accommodate 2-way traffic with the specific plan circulation concept. While these mitigation measures can be implemented within the existing right-of-way, they would not reduce the V/C to a level below significance; therefore the impact at this intersection would remain significant. 5) Azusa Avenue & Foothill Boulevard (AM and PM peak hours) – This intersection could be mitigated with the addition of a westbound right-turn lane. The westbound right-of-way measures 30 feet wide which could accommodate two through lanes and one right-turn lane with lanes widths of 10 feet each. Striping a right-turn lane would require the removal of approximately four on-street parking spaces. This mitigation measure could be accomplished within the existing right-of-way with restriping and would reduce the project’s incremental increase in V/C to a level below significance under Alternative 2 Cumulative plus Project operating conditions.

46

TABLE 14 ALTERNATIVE 2 CUMULATIVE PLUS PROJECT INTERSECTION MITIGATION ANALYSIS

Cumulative Base (2035) Alt. 2 Cumulative + Project Impacts Alt. 2 + Project + Mitigation Impacts PEAK NO. INTERSECTION V/C or V/C or Change in V/C or Change in HOUR LOS LOS Significant? LOS Significant? Delay (sec) Delay (sec) V/C or Delay Delay (sec) V/C or Delay 2 Azusa Avenue & 9th Street AM 0.676 B 0.708 C 0.032 NO 0.669 B -0.007 NO Signalized PM 0.908 E 0.931 E 0.023 YES 0.875 D -0.033 NO 4 San Gabriel Avenue & Foothill Boulevard AM 0.675 B 0.829 D 0.154 NO 0.821 D 0.146 NO Signalized PM 0.997 E 1.143 F 0.146 YES 1.143 F 0.146 YES 5 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES 0.914 E -0.057 NO Signalized PM 1.030 F 1.042 F 0.012 YES 1.011 F -0.019 NO Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

As discussed, the intersection of Dalton Avenue & Foothill Boulevard is expected to operate at unacceptable levels of service. This location meets the peak hour warrant for installation of a traffic signal under Existing plus Project and Cumulative plus Project conditions, and is projected to operate acceptably with the installation of a signal. This analysis is intended to examine the general correlation between the planned level of future development and the need to install new traffic signals. It estimates future development-generated traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated State guidelines. This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated based on field-measured, rather than forecast, traffic data and a thorough study of traffic and roadway conditions by an experienced engineer. Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of collisions. The City of Azusa should undertake regular monitoring of actual traffic conditions and accident data, and timely re- evaluation of the full set of warrants in order to prioritize and program intersections for signalization.

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

5. CONGESTION MANAGEMENT PLAN ANALYSIS

Several analyses were also conducted to comply with the Los Angeles County CMP requirements. The first section of this chapter presents a regional analysis to quantify potential impacts of the proposed project on the regional freeway system serving the project area, including impacts on the I-210 CMP freeway monitoring locations, and CMP intersection monitoring stations included in the Los Angeles County CMP road network. The second section includes a transit analysis that quantifies the estimated transit demand and potential impacts of the proposed project on the regional transit system.

CMP SIGNIFICANT TRAFFIC IMPACT CRITERIA

The CMP guidelines indicate that if a proposed development project would add 150 or more trips in either direction during either the morning or evening peak hour to the mainline freeway monitoring location, then a CMP freeway analysis must be conducted. If a proposed project would add 50 or more peak hour trips (of adjacent street traffic) to a CMP arterial intersection, then a CMP arterial intersection analysis must be conducted.

For the purposes of a CMP Traffic Impact Analysis, a project impact is considered to be significant if the proposed project increases traffic demand on a CMP facility by 2% of capacity (V/C > 0.02), causing or worsening LOS F (V/C > 1.00). Under this criterion, a project would not be considered to have a regionally significant impact if the analyzed facility is operating at LOS E or better after the addition of project traffic, regardless of the increase in V/C ratio caused by the project. If the facility is operating at LOS F with project traffic and the incremental change in the V/C ratio caused by the project is 0.02 or greater, however, the project would be considered to have a significant impact.

CMP ARTERIAL INTERSECTION ANALYSIS

One study area intersection is a CMP arterial monitoring station: Intersection #5 – Azusa Avenue & Foothill Boulevard.

Azusa Avenue & Foothill Boulevard is located directly in the Azusa TOD Specific Plan area. Based on the project trip distribution and trip generation, 282 AM peak hour project trips and 282 PM peak hour trips would be traversing through this monitoring station during either peak hour. Given the number of peak hour trips traversing through this monitoring station, a CMP traffic impact analysis was completed for this intersection for all three project scenarios, as shown in Table 15. With the Cumulative plus Project operation condition, the project would have a decrease in V/C at the monitoring location. The negative V/C is attributable to the change in circulation patterns associated with converting Azusa Avenue and San Gabriel Avenue from 1-way to 2-way operations. As the change in V/C ratio does not meet the 0.02 threshold with the build-out of the Azusa TOD Specific Plan, project-related impacts at the intersection are not expected to be significant under Cumulative plus Project operating conditions .

49

TABLE 15 CMP ANALYSIS

Cumulative Base (2035) Cumulative + Project Scenarios CMP Impacts Project + Mitigation Remaining Impacts PEAK Scenario INTERSECTION V/C or V/C or Change in V/C or Change in HOUR LOS LOS CMP Impact? LOS CMP Impact? Delay (sec) Delay (sec) V/C or Delay Delay (sec) V/C or Delay Cumulative + Azusa Avenue & Foothill Boulevard AM 0.971 E 0.955 E -0.016 NO ------Project Signalized PM 1.030 F 0.943 E -0.087 NO ------Aternative 1 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES 0.914 E -0.057 NO Signalized PM 1.030 F 1.042 F 0.012 YES 1.011 F -0.019 NO Aternative 2 Azusa Avenue & Foothill Boulevard AM 0.971 E 1.002 F 0.031 YES 0.914 E -0.057 NO Signalized PM 1.030 F 1.042 F 0.012 YES 1.011 F -0.019 NO Notes: For two-way stop-controlled intersections, average vehicular delay reported is for worst case approach. Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

Under Alternative 1 and 2 Cumulative plus Project operating conditions, the project would have an increase in V/C greater than 0.02, causing a project-related impact at this CMP location. However, with the mitigation measures identified in Chapter 4, the impact would be fully mitigated, and the intersection is also not expected to have a significant impact after mitigation under Alternative 1 and 2 Cumulative plus Project operating conditions .

CMP FREEWAY ANALYSIS

A regional analysis was conducted to quantify potential impacts of the project traffic on the regional freeway system serving the project area. Two freeway mainline CMP monitoring locations were identified near the proposed project site, I-210 Freeway at I-605 interchange and at San Dimas Avenue), according to 2010 Congestion Management Program for Los Angeles County .

Based on the trip distribution pattern presented in Figure 5, it is estimated approximately 20% of the Azusa TOD Specific Plan is anticipated to traverse the I-210 freeway, with approximately 10% westbound and 10% eastbound on I-210 that would traverse through these monitoring locations. As discussed in Chapter 3 and shown in Table 6, the project is expected to generate 1,025 and 1,022 peak hour vehicle trips in the AM and PM peak hours, respectively. As such, 10% of the trip generation equals approximately 125 AM peak hour trips and 122 PM peak hour project trips that are forecast to traverse through either of the most proximate freeway monitoring locations. Of the 1,025 AM peak hour and 1,022 PM peak hour project trips, less than 150 would be traversing through this monitoring station, in the eastbound or westbound direction, during either peak hour. The proposed project is not expected to add enough new traffic to exceed the freeway analysis criteria of 150 vehicle trips at the aforementioned location. Therefore, a freeway CMP analysis is not warranted for the project and project-related impacts on the freeway system are not expected to be significant.

REGIONAL TRANSIT IMPACT ANALYSIS

Section D.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 number of vehicle trips. This methodology assumes an average vehicle ridership (AVR) factor of 1.4 in order to estimate the number of person trips to and from the project.

The Los Angeles County CMP defines a transit center as a fixed facility supporting passenger loading, containing a passenger rail station and served by at least eight transit lines. The nearest designated CMP transit center is the proposed Azusa Downtown Gold Line Station of the Metro Foothill Gold Line System, which is within ¼ mile of CMP monitoring locations. The CMP allows for the assignment of 9% of person trips to transit commercial developments within ¼ mile of a designated CMP transit facility such as those described above.

As discussed in Chapter 3 and shown in Table 6, the project is anticipated to generate 1,025 and 1,022 peak hour vehicle trips in the AM and PM peak hours, respectively. Using the prescribed approach in the CMP, this totals 1,435 and 1,431 peak hour person trips in the AM and PM peak hours, respectively. Applying a 9% of total person trips generated to transit trips results in approximately 129 AM peak hour person transit trips and approximately 129 PM peak hour transit trips on weekdays.

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

As of March 2015, the average weekday boardings on the Metro Gold Line totaled 43,631 boardings. The estimated ridership of the Foothill Gold Line Extension is anticipated to be 64,000 person trips by 2030. As such, the transit person trips as part of this project are minimal in comparison to the existing and forecasted boardings. At this level of increase, project-related impacts on the regional transit system are not expected to be significant .

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Draft Azusa TOD Specific Plan Draft Transportation Analysis Report May 2015

6. SUMMARY

This study was undertaken to analyze the potential traffic impacts of the proposed Azusa TOD Specific Plan and the conversion of the Azusa Avenue and San Gabriel Avenue couplet to 2-way roadways. The results of this analysis are summarized below.

The proposed project involves the net development of approximately 403,000 gross square foot (sf) mixed-use space, 840 residential condominium dwelling units and 150 hotel rooms. Of the 403,000 total sf, 245,100 sf is proposed for retail, 58,800 sf restaurant space, 93,000 sf office space, and 6,100 sf bank space. The new land use development will be dispersed throughout the Azusa TOD Specific Plan.

The Azusa TOD Specific Plan is expected to generate approximately 1,025 new trips (522 inbound, 503 outbound) during the morning and 1,022 new trips (528 inbound, 494 outbound) during the afternoon peak hour, and approximately 16,315 daily trips. A total of eight intersections were analyzed for this project. Two of eight intersections are unsignalized.

Three of the eight study intersections operate at LOS E or F in both the AM and PM peak hour, under Existing plus Project operating conditions. Two of the eight study intersections operate at LOS E or F either in the AM, PM or both peak hours, under Alternative 1 Existing plus Project operating conditions. One of the eight study intersections operates at LOS F in both the AM and PM peak hours, under Alternative 2 Existing plus Project conditions.

Three of the eight study intersections operate at LOS E or F in one or both of the AM and PM peak hours, under Cumulative plus Project operating conditions. Six of the eight study intersections operate at LOS E or F either in the AM, PM or both peak hours, under Alternative 1 Cumulative plus Project operating conditions. Three of the eight study intersections operate at LOS F in both the AM and PM peak hours, under Alternative 2 Cumulative plus Project operating conditions.

Analysis of projected year 2014 Existing plus Project conditions indicates that, using the significance criteria established by the County of Los Angeles, the proposed project would not have a significant impact at any study intersections. The finding is consistent for both Alternative 1 and Alternative 2 Existing plus Project operating conditions.

Analysis of projected year 2035 Cumulative plus Project operating conditions indicates that, using the significance criteria established by the County of Los Angeles, the proposed project would not have a significant impact at any study intersections. Alternatives 1 and 2 Cumulative plus Project scenarios would have significant impacts at three of the eight study intersections. Based on the proposed mitigations, two of the three impacted intersections can be mitigated below a level of significance.

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APPENDIX A: TRAFFIC COUNTS

Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-001 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0001300.5.5110

7:00 AM 00011271001128290 197 7:15 AM 00041473081628250 231 7:30 AM 0 0 0 15 176 1 0 13 25 35 41 0 306 7:45 AM 0 0 0 16 167 4 0 12 25 32 53 0 309 8:00 AM 0 0 0 13 151 4 0 8 41 22 30 0 269 8:15 AM 00051123031823320 196 8:30 AM 0 0 0 10 100 0 0 5 13 18 16 0 162 8:45 AM 0002921021519210 152 9:00 AM 0007830041519190 147 9:15 AM 0005911082028120 165 9:30 AM 0002921041123130 146 9:45 AM 0 0 0 10 71 1 0 6 14 25 12 0 139

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 90 1409 20 0 73 224 300 303 0 2419 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 5.92% 92.76% 1.32% 0.00% 24.58% 75.42% 49.75% 50.25% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 715 AM TOTAL

PEAK HR VOL : 0 0 0 48 641 12 0 41 107 117 149 0 1115

PEAK HR FACTOR : 0.000 0.913 0.755 0.782 0.902

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-001 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 0001300.5.5110

4:00 PM 000910630111924160 188 4:15 PM 00059520122221190 176 4:30 PM 000811110164111240 212 4:45 PM 0 0 0 12 110 2 0 16 25 21 20 0 206 5:00 PM 0 0 0 14 109 0 0 20 28 23 20 0 214 5:15 PM 00098710263422160 195 5:30 PM 00069500192225210 188 5:45 PM 000710500141521270 189 6:00 PM 0 0 0 10 104 0 0 6 13 20 29 0 182 6:15 PM 00079500131320150 163 6:30 PM 000711510141714240 192 6:45 PM 00098610132219230 173

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 103 1218 11 0 180 271 241 254 0 2278 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 7.73% 91.44% 0.83% 0.00% 39.91% 60.09% 48.69% 51.31% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 430 PM TOTAL

PEAK HR VOL : 0 0 0 43 417 4 0 78 128 77 80 0 827

PEAK HR FACTOR : 0.000 0.935 0.858 0.913 0.966

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-002 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: Azusa Ave Azusa Ave 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 020000110010

7:00 AM 226990000400306 140 7:15 AM 16641500001600406 157 7:30 AM 2910727000031005614 264 7:45 AM 3615116000127004116 288 8:00 AM 28124800021100195 197 8:15 AM 16581500021300314 139 8:30 AM 18571400021300223 129 8:45 AM 196970005300294 136 9:00 AM 1472900061000223 136 9:15 AM 16431000041100273 114 9:30 AM 1350100001700193 103 9:45 AM 19601800031200223 137

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 246 924 158 0 0 0 26 158 0 0 358 70 1940 APPROACH %'s : 18.52% 69.58% 11.90% #DIV/0! #DIV/0! #DIV/0! 14.13% 85.87% 0.00% 0.00% 83.64% 16.36% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 715 AM TOTAL

PEAK HR VOL : 109446660003850015641906

PEAK HR FACTOR : 0.765 0.000 0.710 0.704 0.786

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-002 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: Azusa Ave Azusa Ave 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 020000110010

4:00 PM 221051700022100275 199 4:15 PM 181062000071900218 199 4:30 PM 181093100092700166 216 4:45 PM 2611016000726002215 222 5:00 PM 1311616000633003013 227 5:15 PM 1113717000832003111 247 5:30 PM 2810819000722002414 222 5:45 PM 151431800062100326 241 6:00 PM 2916621000617003113 283 6:15 PM 211302500072800197 237 6:30 PM 251042600082000218 212 6:45 PM 25 118 22 0 0 0 10 25 0 0 17 7 224

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 251 1452 248 0 0 0 83 291 0 0 291 113 2729 APPROACH %'s : 12.87% 74.42% 12.71% #DIV/0! #DIV/0! #DIV/0! 22.19% 77.81% 0.00% 0.00% 72.03% 27.97% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 515 PM TOTAL

PEAK HR VOL : 83 554 75 0 0 0 27 92 0 0 118 44 993

PEAK HR FACTOR : 0.824 0.000 0.744 0.920 0.877

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-003 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: Dalton Ave Dalton Ave 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 010010010010

7:00 AM 94212201125332 73 7:15 AM 72349212230250 78 7:30 AM 1210241333732461 124 7:45 AM 1711586134243360 136 8:00 AM 109537422437241 99 8:15 AM 255261026410271 89 8:30 AM 84348101886140 74 8:45 AM 7011431849222 62 9:00 AM 39214031623242 69 9:15 AM 32225111262180 54 9:30 AM 54312111954242 71 9:45 AM 34727111475150 66

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 86 64 40 33 61 20 16 249 51 56 308 11 995 APPROACH %'s : 45.26% 33.68% 21.05% 28.95% 53.51% 17.54% 5.06% 78.80% 16.14% 14.93% 82.13% 2.93% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 730 AM TOTAL

PEAK HR VOL : 41 35 17 17 20 9 8 129 14 22 133 3 448

PEAK HR FACTOR : 0.705 0.767 0.770 0.806 0.824

CONTROL : 4-Way Stop(NB/SB/EB/WB) Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-003 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: Dalton Ave Dalton Ave 9th St 9th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 010010010010

4:00 PM 45526123442222 89 4:15 PM 461023102832182 79 4:30 PM 1173020441101151 95 4:45 PM 1386422532101140 97 5:00 PM 85336233864330 111 5:15 PM 13135562137101252 120 5:30 PM 414454523871300 114 5:45 PM 11111013222462271 100 6:00 PM 610821113032282 94 6:15 PM 97617073552272 108 6:30 PM 673241240120200 97 6:45 PM 98823243670190 98

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 98 101 71 29 47 19 33 413 83 18 278 12 1202 APPROACH %'s : 36.30% 37.41% 26.30% 30.53% 49.47% 20.00% 6.24% 78.07% 15.69% 5.84% 90.26% 3.90% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL

PEAK HR VOL : 36 43 22 14 19 11 8 137 29 8 115 3 445

PEAK HR FACTOR : 0.789 0.786 0.906 0.851 0.927

CONTROL : 4-Way Stop(NB/SB/EB/WB) Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-004 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 000040021220

7:00 AM 0 0 0 24 133 17 0 56 19 15 265 0 529 7:15 AM 0 0 0 26 144 19 0 52 17 30 270 0 558 7:30 AM 0 0 0 43 184 20 0 101 21 17 183 0 569 7:45 AM 0 0 0 54 173 16 0 133 28 29 209 0 642 8:00 AM 0 0 0 57 173 12 0 90 31 35 198 0 596 8:15 AM 0 0 0 29 121 18 0 82 33 27 203 0 513 8:30 AM 0 0 0 25 114 16 0 72 25 25 175 0 452 8:45 AM 0 0 0 37 106 18 0 69 18 26 127 0 401 9:00 AM 0 0 0 37 99 9 0 65 18 31 106 0 365 9:15 AM 0 0 0 31 116 11 0 63 30 33 86 0 370 9:30 AM 0 0 0 28 110 13 0 76 29 33 91 0 380 9:45 AM 0 0 0 26 84 17 0 64 20 37 110 0 358

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 417 1557 186 0 923 289 338 2023 0 5733 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 19.31% 72.08% 8.61% 0.00% 76.16% 23.84% 14.32% 85.68% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 715 AM TOTAL

PEAK HR VOL : 0 0 0 180 674 67 0 376 97 111 860 0 2365

PEAK HR FACTOR : 0.000 0.932 0.734 0.809 0.921

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-004 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 000040021220

4:00 PM 0 0 0 31 118 20 0 212 59 40 104 0 584 4:15 PM 0 0 0 36 119 9 0 254 73 53 89 0 633 4:30 PM 0 0 0 53 135 16 0 256 69 47 97 0 673 4:45 PM 0 0 0 51 119 15 0 278 71 48 86 0 668 5:00 PM 0 0 0 44 138 11 0 267 45 44 113 0 662 5:15 PM 0 0 0 40 140 9 0 282 64 64 97 0 696 5:30 PM 0 0 0 36 127 14 0 279 67 55 106 0 684 5:45 PM 0 0 0 42 132 9 0 282 70 38 131 0 704 6:00 PM 0 0 0 32 120 13 0 248 36 51 113 0 613 6:15 PM 0 0 0 33 121 13 0 242 53 55 83 0 600 6:30 PM 0 0 0 30 79 13 0 273 41 42 65 0 543 6:45 PM 0 0 0 37 100 11 0 259 42 51 56 0 556

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 465 1448 153 0 3132 690 588 1140 0 7616 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 22.51% 70.09% 7.41% 0.00% 81.95% 18.05% 34.03% 65.97% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL

PEAK HR VOL : 0 0 0 162 537 43 0 1110 246 201 447 0 2746

PEAK HR FACTOR : 0.000 0.961 0.963 0.959 0.975

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-005 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: Azusa Ave Azusa Ave Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 020000220020

7:00 AM 33 80 23 0 0 0 15 69 0 0 250 28 498 7:15 AM 29 67 23 0 0 0 11 71 0 0 281 34 516 7:30 AM 22 83 17 0 0 0 30 103 0 0 169 27 451 7:45 AM 42 134 42 0 0 0 35 154 0 0 200 55 662 8:00 AM 42 118 42 0 0 0 29 134 0 0 191 51 607 8:15 AM 35 71 27 0 0 0 14 93 0 0 196 40 476 8:30 AM 31 75 29 0 0 0 26 82 0 0 170 25 438 8:45 AM 21 73 33 0 0 0 15 86 0 0 136 29 393 9:00 AM 26 82 37 0 0 0 20 100 0 0 105 41 411 9:15 AM 28 60 24 0 0 0 16 91 0 0 94 19 332 9:30 AM 31 70 30 0 0 0 13 98 0 0 100 22 364 9:45 AM 31 64 31 0 0 0 19 81 0 0 126 33 385

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 371 977 358 0 0 0 243 1162 0 0 2018 404 5533 APPROACH %'s : 21.75% 57.27% 20.98% #DIV/0! #DIV/0! #DIV/0! 17.30% 82.70% 0.00% 0.00% 83.32% 16.68% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 715 AM TOTAL

PEAK HR VOL : 135 402 124 0 0 0 105 462 0 0 841 167 2236

PEAK HR FACTOR : 0.758 0.000 0.750 0.800 0.844

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-005 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: Azusa Ave Azusa Ave Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 020000220020

4:00 PM 30 96 29 0 0 0 33 223 0 0 115 66 592 4:15 PM 34 112 41 0 0 0 24 272 0 0 114 48 645 4:30 PM 42 112 46 0 0 0 41 273 0 0 105 49 668 4:45 PM 25 102 44 0 0 0 39 302 0 0 111 37 660 5:00 PM 34 94 30 0 0 0 17 284 0 0 138 56 653 5:15 PM 26 99 34 0 0 0 38 295 0 0 138 64 694 5:30 PM 28 93 43 0 0 0 27 297 0 0 121 53 662 5:45 PM 27 115 33 0 0 0 33 301 0 0 146 61 716 6:00 PM 30 114 37 0 0 0 30 267 0 0 140 56 674 6:15 PM 34 112 27 0 0 0 33 262 0 0 105 59 632 6:30 PM 23 100 36 0 0 0 34 261 0 0 90 52 596 6:45 PM 21 123 21 0 0 0 45 265 0 0 85 41 601

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 354 1272 421 0 0 0 394 3302 0 0 1408 642 7793 APPROACH %'s : 17.29% 62.14% 20.57% #DIV/0! #DIV/0! #DIV/0! 10.66% 89.34% 0.00% 0.00% 68.68% 31.32% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 515 PM TOTAL

PEAK HR VOL : 111 421 147 0 0 0 128 1160 0 0 545 234 2746

PEAK HR FACTOR : 0.938 0.000 0.964 0.941 0.959

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-006 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: Dalton Ave Dalton Ave Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 010010120120

7:00 AM 12232228741230120 438 7:15 AM 403431172392815 386 7:30 AM 1242348118341756 330 7:45 AM 0 1 10 3 2 3 10 196 4 7 263 33 532 8:00 AM 0494515101738823520 491 8:15 AM 6212313911681221210 394 8:30 AM 12703671054819314 350 8:45 AM 3156211111135314711 318 9:00 AM 3162410513571413712 336 9:15 AM 403221241181610510 267 9:30 AM 0137796122671165 289 9:45 AM 237448410021414614 308

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 25 19 60 39 40 94 77 1455 55 104 2311 160 4439 APPROACH %'s : 24.04% 18.27% 57.69% 22.54% 23.12% 54.34% 4.85% 91.68% 3.47% 4.04% 89.75% 6.21% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 745 AM TOTAL

PEAK HR VOL : 7 9 27 9 13 37 36 590 24 35 903 77 1767

PEAK HR FACTOR : 0.827 0.615 0.774 0.837 0.830

CONTROL : 2-Way Stop(NB/SB) Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-006 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: Dalton Ave Dalton Ave Foothill Blvd Foothill Blvd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 010010120120

4:00 PM 216368626261316311 487 4:15 PM 0265311172781071427 488 4:30 PM 32772111228291815118 522 4:45 PM 1 1 10 5 3 8 18 337 12 12 136 21 564 5:00 PM 516641573099618122 571 5:15 PM 1622571231481121318 599 5:30 PM 2 2 5 12 5 15 14 311 6 8 147 17 544 5:45 PM 3 2 11 3 2 10 14 331 11 16 196 19 618 6:00 PM 1 1 11 6 1 12 6 306 9 19 184 22 578 6:15 PM 1348191329081114711 506 6:30 PM 0 1 11 4 4 14 14 280 13 7 128 12 488 6:45 PM 61657582798111189 463

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 25 23 85 66 43 125 141 3579 109 139 1906 187 6428 APPROACH %'s : 18.80% 17.29% 63.91% 28.21% 18.38% 53.42% 3.68% 93.47% 2.85% 6.23% 85.39% 8.38% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 515 PM TOTAL

PEAK HR VOL : 7 11 29 23 13 44 46 1262 34 54 740 76 2339

PEAK HR FACTOR : 0.734 0.625 0.942 0.899 0.946

CONTROL : 2-Way Stop(NB/SB) Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-007 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd 5th St 5th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 000040010010

7:00 AM 000115670256170 194 7:15 AM 000021660728160 255 7:30 AM 00022106017134190 271 7:45 AM 000322928015107300 322 8:00 AM 00062079018138180 279 8:15 AM 00031617053760 192 8:30 AM 000016710253110 189 8:45 AM 00041531065550 179 9:00 AM 00051274083570 159 9:15 AM 00021612044380 184 9:30 AM 000416110112460 189 9:45 AM 00041462072750 173

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 34 2094 74 0 102 67 67 148 0 2586 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 1.54% 95.10% 3.36% 0.00% 60.36% 39.64% 31.16% 68.84% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 715 AM TOTAL

PEAK HR VOL : 0 0 0 11 862 49 0 57 38 27 83 0 1127

PEAK HR FACTOR : 0.000 0.887 0.766 0.743 0.875

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-007 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: San Grabriel Blvd San Grabriel Blvd 5th St 5th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 000040010010

4:00 PM 0 0 0 15 202 3 0 14 5 6 17 0 262 4:15 PM 000623170121011120 289 4:30 PM 000921870223490 272 4:45 PM 0 0 0 10 220 4 0 19 5 8 18 0 284 5:00 PM 0 0 0 11 251 5 0 16 6 14 18 0 321 5:15 PM 0008234302145120 287 5:30 PM 0 0 0 17 238 8 0 14 6 10 10 0 303 5:45 PM 0 0 0 12 228 10 0 28 11 9 12 0 310 6:00 PM 0009194501198120 248 6:15 PM 0007238601152140 283 6:30 PM 0007157601045130 202 6:45 PM 0006169201044110 206

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 0 0 0 117 2580 66 0 188 72 86 158 0 3267 APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! 4.23% 93.38% 2.39% 0.00% 72.31% 27.69% 35.25% 64.75% 0.00% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL

PEAK HR VOL : 0 0 0 48 951 26 0 79 27 38 52 0 1221

PEAK HR FACTOR : 0.000 0.960 0.679 0.703 0.951

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-008 Day: Tuesday

City: Azusa Date: 10/14/2014 AM NS/EW Streets: Azusa Ave Azusa Ave 5th St 5th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 021000010010

7:00 AM 213660003300238 181 7:15 AM 412540000400205 162 7:30 AM 3129700041300164 176 7:45 AM 82191400061400299 299 8:00 AM 12200900081600178 270 8:15 AM 5149100004700114 190 8:30 AM 71474000120056 172 8:45 AM 2143900033001410 184 9:00 AM 615690006100081 196 9:15 AM 71294000220089 161 9:30 AM 21117000470046 141 9:45 AM 613160004900116 173

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 64 1775 89 0 0 0 45 90 0 0 166 76 2305 APPROACH %'s : 3.32% 92.06% 4.62% #DIV/0! #DIV/0! #DIV/0! 33.33% 66.67% 0.00% 0.00% 68.60% 31.40% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 730 AM TOTAL

PEAK HR VOL : 28 697 40 0 0 0 22 50 0 0 73 25 935

PEAK HR FACTOR : 0.794 0.000 0.750 0.645 0.782

CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: 14-5683-008 Day: Tuesday

City: Azusa Date: 10/14/2014 PM NS/EW Streets: Azusa Ave Azusa Ave 5th St 5th St NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 021000010010

4:00 PM 11 157 12 0 0 0 12 17 0 0 17 12 238 4:15 PM 71851200079001611 247 4:30 PM 7 168 19 0 0 0 13 18 0 0 13 4 242 4:45 PM 8 171 13 0 0 0 14 16 0 0 20 3 245 5:00 PM 18 152 15 0 0 0 12 15 0 0 20 8 240 5:15 PM 417017000420001313 241 5:30 PM 7 150 11 0 0 0 15 17 0 0 23 10 233 5:45 PM 7 184 15 0 0 0 14 27 0 0 14 4 265 6:00 PM 41611100071400141 212 6:15 PM 617014000512001110 228 6:30 PM 31721600031200177 230 6:45 PM 61471500041000144 200

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 88 1987 170 0 0 0 110 187 0 0 192 87 2821 APPROACH %'s : 3.92% 88.51% 7.57% #DIV/0! #DIV/0! #DIV/0! 37.04% 62.96% 0.00% 0.00% 68.82% 31.18% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME : 500 PM TOTAL

PEAK HR VOL : 36 656 58 0 0 0 45 79 0 0 70 35 979

PEAK HR FACTOR : 0.910 0.000 0.756 0.795 0.924

CONTROL : Signalized

APPENDIX B: LOS WORKSHEETS

Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 12 0 0.000 N-S(1): 0.030 TH 3.00 641 4,800 0.136 * N-S(2): 0.136 * LT 1.00 48 1,600 0.030 E-W(1): 0.166 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.093 TH 1.00 149 1,600 0.093 LT 1.00 117 1,600 0.073 * V/C: 0.302 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 107 0 0.000 ICU: 0.402 TH 1.00 41 1,600 0.093 * LT 0.00 0 0 0.000 LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 4 0 0.000 N-S(1): 0.027 TH 3.00 417 4,800 0.088 * N-S(2): 0.088 * LT 1.00 43 1,600 0.027 E-W(1): 0.177 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.050 TH 1.00 80 1,600 0.050 LT 1.00 77 1,600 0.048 * V/C: 0.265 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 128 0 0.000 ICU: 0.365 TH 1.00 78 1,600 0.129 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.194 * TH 0.00 0 0 0.000 N-S(2): 0.068 LT 0.00 0 0 0.000 * E-W(1): 0.053 Westbound RT 0.00 41 0 0.000 E-W(2): 0.125 * TH 1.00 156 1,600 0.123 * LT 0.00 0 0 0.000 V/C: 0.319 Northbound RT 0.00 66 0 0.000 Lost Time: 0.100 TH 2.00 446 3,200 0.194 * ITS: 0.000 LT 0.00 109 1,600 0.068 Eastbound RT 0.00 0 0 0.000 ICU: 0.419 TH 1.00 85 1,600 0.053 LT 1.00 3 1,600 0.002 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.223 * TH 0.00 0 0 0.000 N-S(2): 0.052 LT 0.00 0 0 0.000 * E-W(1): 0.058 Westbound RT 0.00 44 0 0.000 E-W(2): 0.118 * TH 1.00 118 1,600 0.101 * LT 0.00 0 0 0.000 V/C: 0.341 Northbound RT 0.00 75 0 0.000 Lost Time: 0.100 TH 2.00 554 3,200 0.223 * ITS: 0.000 LT 0.00 83 1,600 0.052 Eastbound RT 0.00 0 0 0.000 ICU: 0.441 TH 1.00 92 1,600 0.058 LT 1.00 27 1,600 0.017 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 67 0 0.000 N-S(1): 0.113 TH 4.00 674 6,400 0.144 * N-S(2): 0.144 * LT 0.00 180 1,600 0.113 E-W(1): 0.157 Westbound RT 0.00 0 0 0.000 E-W(2): 0.269 * TH 2.00 860 3,200 0.269 * LT 2.00 111 2,880 0.039 V/C: 0.413 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 1.00 97 1,600 0.061 ICU: 0.513 TH 2.00 376 3,200 0.118 LT 0.00 0 0 0.000 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 43 0 0.000 N-S(1): 0.101 TH 4.00 537 6,400 0.116 * N-S(2): 0.116 * LT 0.00 162 1,600 0.101 E-W(1): 0.417 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.140 TH 2.00 447 3,200 0.140 LT 2.00 201 2,880 0.070 * V/C: 0.533 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 1.00 246 1,600 0.154 ICU: 0.633 TH 2.00 1,110 3,200 0.347 * LT 0.00 0 0 0.000 LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.207 * TH 0.00 0 0 0.000 N-S(2): 0.084 LT 0.00 0 0 0.000 * E-W(1): 0.144 Westbound RT 0.00 167 0 0.000 E-W(2): 0.351 * TH 2.00 841 3,200 0.315 * LT 0.00 0 0 0.000 V/C: 0.558 Northbound RT 0.00 124 0 0.000 Lost Time: 0.100 TH 2.00 402 3,200 0.207 * ITS: 0.000 LT 0.00 135 1,600 0.084 Eastbound RT 0.00 0 0 0.000 ICU: 0.658 TH 2.00 462 3,200 0.144 LT 2.00 105 2,880 0.036 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.212 * TH 0.00 0 0 0.000 N-S(2): 0.069 LT 0.00 0 0 0.000 * E-W(1): 0.363 * Westbound RT 0.00 234 0 0.000 E-W(2): 0.287 TH 2.00 545 3,200 0.243 LT 0.00 0 0 0.000 * V/C: 0.575 Northbound RT 0.00 147 0 0.000 Lost Time: 0.100 TH 2.00 421 3,200 0.212 * ITS: 0.000 LT 0.00 111 1,600 0.069 Eastbound RT 0.00 0 0 0.000 ICU: 0.675 TH 2.00 1,160 3,200 0.363 * LT 2.00 128 2,880 0.044 LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : WBR FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 49 0 0.000 N-S(1): 0.007 TH 4.00 862 6,400 0.144 * N-S(2): 0.144 * LT 0.00 11 1,600 0.007 E-W(1): 0.076 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.069 TH 1.00 83 1,600 0.069 LT 0.00 27 1,600 0.017 * V/C: 0.220 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 38 0 0.000 ICU: 0.320 TH 1.00 57 1,600 0.059 * LT 0.00 0 0 0.000 LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 26 0 0.000 N-S(1): 0.030 TH 4.00 951 6,400 0.160 * N-S(2): 0.160 * LT 0.00 48 1,600 0.030 E-W(1): 0.090 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.056 TH 1.00 52 1,600 0.056 LT 0.00 38 1,600 0.024 * V/C: 0.250 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 27 0 0.000 ICU: 0.350 TH 1.00 79 1,600 0.066 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EX.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Existing Conditions

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.227 * TH 0.00 0 0 0.000 N-S(2): 0.018 LT 0.00 0 0 0.000 * E-W(1): 0.045 Westbound RT 0.00 25 0 0.000 E-W(2): 0.075 * TH 1.00 73 1,600 0.061 * LT 0.00 0 0 0.000 V/C: 0.302 Northbound RT 1.00 40 1,600 0.025 Lost Time: 0.100 TH 2.00 697 3,200 0.227 * ITS: 0.000 LT 0.00 28 1,600 0.018 Eastbound RT 0.00 0 0 0.000 ICU: 0.402 TH 1.00 50 1,600 0.045 LT 0.00 22 1,600 0.014 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.216 * TH 0.00 0 0 0.000 N-S(2): 0.023 LT 0.00 0 0 0.000 * E-W(1): 0.078 Westbound RT 0.00 35 0 0.000 E-W(2): 0.094 * TH 1.00 70 1,600 0.066 * LT 0.00 0 0 0.000 V/C: 0.310 Northbound RT 1.00 58 1,600 0.036 Lost Time: 0.100 TH 2.00 656 3,200 0.216 * ITS: 0.000 LT 0.00 36 1,600 0.023 Eastbound RT 0.00 0 0 0.000 ICU: 0.410 TH 1.00 79 1,600 0.078 LT 0.00 45 1,600 0.028 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 12 1,600 0.008 N-S(1): 0.039 TH 1.00 653 1,600 0.408 * N-S(2): 0.414 * LT 1.00 50 1,600 0.031 E-W(1): 0.173 * Westbound RT 0.00 2 0 0.000 E-W(2): 0.095 TH 1.00 150 1,600 0.095 LT 1.00 119 1,600 0.074 * V/C: 0.587 Northbound RT 0.00 2 0 0.000 Lost Time: 0.100 TH 1.00 11 1,600 0.008 ITS: 0.000 LT 1.00 9 1,600 0.006 * Eastbound RT 0.00 116 0 0.000 ICU: 0.687 TH 1.00 42 1,600 0.099 * LT 0.00 0 0 0.000 LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 4 1,600 0.003 N-S(1): 0.036 TH 1.00 429 1,600 0.268 * N-S(2): 0.274 * LT 1.00 45 1,600 0.028 E-W(1): 0.185 * Westbound RT 0.00 2 0 0.000 E-W(2): 0.052 TH 1.00 81 1,600 0.052 LT 1.00 79 1,600 0.049 * V/C: 0.459 Northbound RT 0.00 2 0 0.000 Lost Time: 0.100 TH 1.00 11 1,600 0.008 ITS: 0.000 LT 1.00 9 1,600 0.006 * Eastbound RT 0.00 138 0 0.000 ICU: 0.559 TH 1.00 79 1,600 0.136 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 2 0 0.000 N-S(1): 0.426 * TH 1.00 18 1,600 0.015 N-S(2): 0.083 LT 0.00 4 1,600 0.003 * E-W(1): 0.073 Westbound RT 0.00 45 0 0.000 E-W(2): 0.131 * TH 1.00 159 1,600 0.128 * LT 1.00 28 1,600 0.018 V/C: 0.557 Northbound RT 0.00 104 0 0.000 Lost Time: 0.100 TH 1.00 464 1,600 0.423 * ITS: 0.000 LT 0.00 109 1,600 0.068 Eastbound RT 0.00 0 0 0.000 ICU: 0.657 TH 1.00 88 1,600 0.055 LT 1.00 5 1,600 0.003 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 2 0 0.000 N-S(1): 0.482 * TH 1.00 18 1,600 0.015 N-S(2): 0.067 LT 0.00 4 1,600 0.003 * E-W(1): 0.077 Westbound RT 0.00 48 0 0.000 E-W(2): 0.124 * TH 1.00 121 1,600 0.106 * LT 1.00 28 1,600 0.018 V/C: 0.606 Northbound RT 0.00 112 0 0.000 Lost Time: 0.100 TH 1.00 572 1,600 0.479 * ITS: 0.000 LT 0.00 83 1,600 0.052 Eastbound RT 0.00 0 0 0.000 ICU: 0.706 TH 1.00 95 1,600 0.059 LT 1.00 29 1,600 0.018 * LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 67 1,600 0.042 N-S(1): 0.140 TH 1.00 709 1,600 0.443 * N-S(2): 0.457 * LT 1.00 187 1,600 0.117 E-W(1): 0.183 Westbound RT 0.00 7 0 0.000 E-W(2): 0.291 * TH 2.00 925 3,200 0.291 * LT 2.00 129 2,880 0.045 V/C: 0.748 Northbound RT 1.00 18 1,600 0.000 Lost Time: 0.100 TH 1.00 36 1,600 0.023 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 120 1,600 0.075 ICU: 0.848 TH 2.00 443 3,200 0.138 LT 0.00 0 0 0.000 * LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 43 1,600 0.027 N-S(1): 0.129 TH 1.00 572 1,600 0.358 * N-S(2): 0.372 * LT 1.00 169 1,600 0.106 E-W(1): 0.444 * Westbound RT 0.00 7 0 0.000 E-W(2): 0.162 TH 2.00 511 3,200 0.162 LT 2.00 219 2,880 0.076 * V/C: 0.816 Northbound RT 1.00 18 1,600 0.000 Lost Time: 0.100 TH 1.00 36 1,600 0.023 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 269 1,600 0.168 ICU: 0.916 TH 2.00 1,178 3,200 0.368 * LT 0.00 0 0 0.000 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 6 0 0.000 N-S(1): 0.441 * TH 1.00 41 1,600 0.029 N-S(2): 0.113 LT 0.00 0 0 0.000 * E-W(1): 0.172 Westbound RT 0.00 179 0 0.000 E-W(2): 0.414 * TH 2.00 926 3,200 0.345 * LT 0.00 0 0 0.000 V/C: 0.855 Northbound RT 0.00 130 0 0.000 Lost Time: 0.100 TH 1.00 441 1,600 0.441 * ITS: 0.000 LT 0.00 135 1,600 0.084 Eastbound RT 0.00 0 0 0.000 ICU: 0.955 TH 2.00 549 3,200 0.172 LT 1.00 111 1,600 0.069 * LOS: E

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 6 0 0.000 N-S(1): 0.453 * TH 1.00 40 1,600 0.029 N-S(2): 0.098 LT 0.00 0 0 0.000 * E-W(1): 0.390 * Westbound RT 0.00 246 0 0.000 E-W(2): 0.357 TH 2.00 629 3,200 0.273 LT 0.00 0 0 0.000 * V/C: 0.843 Northbound RT 0.00 153 0 0.000 Lost Time: 0.100 TH 1.00 461 1,600 0.453 * ITS: 0.000 LT 0.00 111 1,600 0.069 Eastbound RT 0.00 0 0 0.000 ICU: 0.943 TH 2.00 1,247 3,200 0.390 * LT 1.00 135 1,600 0.084 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 68 1,600 0.036 N-S(1): 0.041 TH 1.00 876 1,600 0.548 * N-S(2): 0.548 * LT 1.00 41 1,600 0.026 E-W(1): 0.130 Westbound RT 0.00 24 0 0.000 E-W(2): 0.137 * TH 1.00 124 1,600 0.124 * LT 0.00 50 1,600 0.031 V/C: 0.685 Northbound RT 1.00 24 1,600 0.015 Lost Time: 0.100 TH 1.00 14 1,600 0.009 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 38 0 0.000 ICU: 0.785 TH 1.00 100 1,600 0.099 LT 0.00 20 1,600 0.013 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 45 1,600 0.022 N-S(1): 0.065 TH 1.00 964 1,600 0.603 * N-S(2): 0.603 * LT 1.00 78 1,600 0.049 E-W(1): 0.144 * Westbound RT 0.00 24 0 0.000 E-W(2): 0.124 TH 1.00 92 1,600 0.111 LT 0.00 61 1,600 0.038 * V/C: 0.747 Northbound RT 1.00 25 1,600 0.016 Lost Time: 0.100 TH 1.00 14 1,600 0.009 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 27 0 0.000 ICU: 0.847 TH 1.00 122 1,600 0.106 * LT 0.00 20 1,600 0.013 LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_EP.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Existing Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 27 0 0.000 N-S(1): 0.499 * TH 1.00 19 1,600 0.029 N-S(2): 0.047 LT 0.00 0 0 0.000 * E-W(1): 0.109 Westbound RT 0.00 27 0 0.000 E-W(2): 0.136 * TH 1.00 134 1,600 0.104 * LT 0.00 5 1,600 0.003 V/C: 0.635 Northbound RT 0.00 45 0 0.000 Lost Time: 0.100 TH 1.00 725 1,600 0.499 * ITS: 0.000 LT 0.00 28 1,600 0.018 Eastbound RT 0.00 6 0 0.000 ICU: 0.735 TH 1.00 113 1,600 0.106 LT 0.00 51 1,600 0.032 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 27 0 0.000 N-S(1): 0.489 * TH 1.00 19 1,600 0.029 N-S(2): 0.052 LT 0.00 0 0 0.000 * E-W(1): 0.142 Westbound RT 0.00 37 0 0.000 E-W(2): 0.154 * TH 1.00 130 1,600 0.108 * LT 0.00 5 1,600 0.003 V/C: 0.643 Northbound RT 0.00 63 0 0.000 Lost Time: 0.100 TH 1.00 684 1,600 0.489 * ITS: 0.000 LT 0.00 36 1,600 0.023 Eastbound RT 0.00 6 0 0.000 ICU: 0.743 TH 1.00 142 1,600 0.139 LT 0.00 74 1,600 0.046 * LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 12 1,600 0.008 N-S(1): 0.050 TH 1.00 674 1,600 0.421 * N-S(2): 0.425 * LT 1.00 57 1,600 0.036 E-W(1): 0.193 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.098 TH 1.00 153 1,600 0.098 LT 1.00 150 1,600 0.094 * V/C: 0.618 Northbound RT 0.00 10 0 0.000 Lost Time: 0.100 TH 1.00 13 1,600 0.014 ITS: 0.000 LT 1.00 6 1,600 0.004 * Eastbound RT 0.00 115 0 0.000 ICU: 0.718 TH 1.00 43 1,600 0.099 * LT 0.00 0 0 0.000 LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 4 1,600 0.003 N-S(1): 0.047 TH 1.00 450 1,600 0.281 * N-S(2): 0.285 * LT 1.00 52 1,600 0.033 E-W(1): 0.205 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.054 TH 1.00 84 1,600 0.054 LT 1.00 110 1,600 0.069 * V/C: 0.490 Northbound RT 0.00 10 0 0.000 Lost Time: 0.100 TH 1.00 13 1,600 0.014 ITS: 0.000 LT 1.00 6 1,600 0.004 * Eastbound RT 0.00 136 0 0.000 ICU: 0.590 TH 1.00 81 1,600 0.136 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.217 * TH 0.00 0 0 0.000 N-S(2): 0.083 LT 0.00 0 0 0.000 * E-W(1): 0.066 Westbound RT 0.00 43 0 0.000 E-W(2): 0.139 * TH 1.00 174 1,600 0.136 * LT 0.00 0 0 0.000 V/C: 0.356 Northbound RT 0.00 98 0 0.000 Lost Time: 0.100 TH 2.00 464 3,200 0.217 * ITS: 0.000 LT 0.00 132 1,600 0.083 Eastbound RT 0.00 0 0 0.000 ICU: 0.456 TH 1.00 105 1,600 0.066 LT 1.00 5 1,600 0.003 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.245 * TH 0.00 0 0 0.000 N-S(2): 0.066 LT 0.00 0 0 0.000 * E-W(1): 0.070 Westbound RT 0.00 46 0 0.000 E-W(2): 0.132 * TH 1.00 136 1,600 0.114 * LT 0.00 0 0 0.000 V/C: 0.377 Northbound RT 0.00 107 0 0.000 Lost Time: 0.100 TH 2.00 572 3,200 0.245 * ITS: 0.000 LT 0.00 105 1,600 0.066 Eastbound RT 0.00 0 0 0.000 ICU: 0.477 TH 1.00 112 1,600 0.070 LT 1.00 29 1,600 0.018 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 67 1,600 0.042 N-S(1): 0.147 TH 1.00 759 1,600 0.474 * N-S(2): 0.488 * LT 1.00 202 1,600 0.126 E-W(1): 0.190 Westbound RT 0.00 15 0 0.000 E-W(2): 0.294 * TH 2.00 925 3,200 0.294 * LT 2.00 150 2,880 0.052 V/C: 0.782 Northbound RT 1.00 15 1,600 0.000 Lost Time: 0.100 TH 1.00 34 1,600 0.021 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 120 1,600 0.075 ICU: 0.882 TH 2.00 443 3,200 0.138 LT 0.00 0 0 0.000 * LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 43 1,600 0.027 N-S(1): 0.136 TH 1.00 621 1,600 0.388 * N-S(2): 0.402 * LT 1.00 184 1,600 0.115 E-W(1): 0.451 * Westbound RT 0.00 15 0 0.000 E-W(2): 0.164 TH 2.00 511 3,200 0.164 LT 2.00 239 2,880 0.083 * V/C: 0.853 Northbound RT 1.00 15 1,600 0.000 Lost Time: 0.100 TH 1.00 34 1,600 0.021 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 269 1,600 0.168 ICU: 0.953 TH 2.00 1,178 3,200 0.368 * LT 0.00 0 0 0.000 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.236 * TH 0.00 0 0 0.000 N-S(2): 0.098 LT 0.00 0 0 0.000 * E-W(1): 0.170 Westbound RT 0.00 189 0 0.000 E-W(2): 0.389 * TH 2.00 928 3,200 0.349 * LT 0.00 0 0 0.000 V/C: 0.625 Northbound RT 0.00 128 0 0.000 Lost Time: 0.100 TH 2.00 472 3,200 0.236 * ITS: 0.000 LT 0.00 156 1,600 0.098 Eastbound RT 0.00 0 0 0.000 ICU: 0.725 TH 2.00 545 3,200 0.170 LT 2.00 115 2,880 0.040 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.242 * TH 0.00 0 0 0.000 N-S(2): 0.082 LT 0.00 0 0 0.000 * E-W(1): 0.389 * Westbound RT 0.00 257 0 0.000 E-W(2): 0.325 TH 2.00 630 3,200 0.277 LT 0.00 0 0 0.000 * V/C: 0.631 Northbound RT 0.00 151 0 0.000 Lost Time: 0.100 TH 2.00 491 3,200 0.242 * ITS: 0.000 LT 0.00 131 1,600 0.082 Eastbound RT 0.00 0 0 0.000 ICU: 0.731 TH 2.00 1,244 3,200 0.389 * LT 2.00 138 2,880 0.048 LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 92 1,600 0.049 N-S(1): 0.033 TH 1.00 926 1,600 0.579 * N-S(2): 0.579 * LT 1.00 37 1,600 0.023 E-W(1): 0.125 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.122 TH 1.00 100 1,600 0.104 LT 0.00 41 1,600 0.026 * V/C: 0.704 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 16 1,600 0.010 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 38 0 0.000 ICU: 0.804 TH 1.00 92 1,600 0.099 * LT 0.00 28 1,600 0.018 LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 68 1,600 0.034 N-S(1): 0.057 TH 1.00 1,014 1,600 0.634 * N-S(2): 0.634 * LT 1.00 74 1,600 0.046 E-W(1): 0.139 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.110 TH 1.00 69 1,600 0.092 LT 0.00 52 1,600 0.033 * V/C: 0.773 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 17 1,600 0.011 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 27 0 0.000 ICU: 0.873 TH 1.00 114 1,600 0.106 * LT 0.00 28 1,600 0.018 LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Existing Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.243 * TH 0.00 0 0 0.000 N-S(2): 0.018 LT 0.00 0 0 0.000 * E-W(1): 0.092 Westbound RT 0.00 27 0 0.000 E-W(2): 0.122 * TH 1.00 130 1,600 0.098 * LT 0.00 0 0 0.000 V/C: 0.365 Northbound RT 1.00 40 1,600 0.025 Lost Time: 0.100 TH 2.00 750 3,200 0.243 * ITS: 0.000 LT 0.00 28 1,600 0.018 Eastbound RT 0.00 0 0 0.000 ICU: 0.465 TH 1.00 109 1,600 0.092 LT 0.00 38 1,600 0.024 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.233 * TH 0.00 0 0 0.000 N-S(2): 0.023 LT 0.00 0 0 0.000 * E-W(1): 0.124 Westbound RT 0.00 37 0 0.000 E-W(2): 0.141 * TH 1.00 127 1,600 0.103 * LT 0.00 0 0 0.000 V/C: 0.374 Northbound RT 1.00 58 1,600 0.036 Lost Time: 0.100 TH 2.00 709 3,200 0.233 * ITS: 0.000 LT 0.00 36 1,600 0.023 Eastbound RT 0.00 0 0 0.000 ICU: 0.474 TH 1.00 138 1,600 0.124 LT 0.00 61 1,600 0.038 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 12 1,600 0.008 N-S(1): 0.050 TH 2.00 674 3,200 0.211 * N-S(2): 0.215 * LT 1.00 57 1,600 0.036 E-W(1): 0.193 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.098 TH 1.00 153 1,600 0.098 LT 1.00 150 1,600 0.094 * V/C: 0.408 Northbound RT 0.00 10 0 0.000 Lost Time: 0.100 TH 1.00 13 1,600 0.014 ITS: 0.000 LT 1.00 6 1,600 0.004 * Eastbound RT 0.00 115 0 0.000 ICU: 0.508 TH 1.00 43 1,600 0.099 * LT 0.00 0 0 0.000 LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 4 1,600 0.003 N-S(1): 0.047 TH 2.00 450 3,200 0.141 * N-S(2): 0.145 * LT 1.00 52 1,600 0.033 E-W(1): 0.205 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.054 TH 1.00 84 1,600 0.054 LT 1.00 110 1,600 0.069 * V/C: 0.350 Northbound RT 0.00 10 0 0.000 Lost Time: 0.100 TH 1.00 13 1,600 0.014 ITS: 0.000 LT 1.00 6 1,600 0.004 * Eastbound RT 0.00 136 0 0.000 ICU: 0.450 TH 1.00 81 1,600 0.136 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.217 * TH 0.00 0 0 0.000 N-S(2): 0.083 LT 0.00 0 0 0.000 * E-W(1): 0.066 Westbound RT 0.00 43 0 0.000 E-W(2): 0.139 * TH 1.00 174 1,600 0.136 * LT 0.00 0 0 0.000 V/C: 0.356 Northbound RT 0.00 98 0 0.000 Lost Time: 0.100 TH 2.00 464 3,200 0.217 * ITS: 0.000 LT 0.00 132 1,600 0.083 Eastbound RT 0.00 0 0 0.000 ICU: 0.456 TH 1.00 105 1,600 0.066 LT 1.00 5 1,600 0.003 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.245 * TH 0.00 0 0 0.000 N-S(2): 0.066 LT 0.00 0 0 0.000 * E-W(1): 0.070 Westbound RT 0.00 46 0 0.000 E-W(2): 0.132 * TH 1.00 136 1,600 0.114 * LT 0.00 0 0 0.000 V/C: 0.377 Northbound RT 0.00 107 0 0.000 Lost Time: 0.100 TH 2.00 572 3,200 0.245 * ITS: 0.000 LT 0.00 105 1,600 0.066 Eastbound RT 0.00 0 0 0.000 ICU: 0.477 TH 1.00 112 1,600 0.070 LT 1.00 29 1,600 0.018 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 67 1,600 0.042 N-S(1): 0.147 TH 2.00 759 3,200 0.237 * N-S(2): 0.251 * LT 1.00 202 1,600 0.126 E-W(1): 0.190 Westbound RT 0.00 15 0 0.000 E-W(2): 0.294 * TH 2.00 925 3,200 0.294 * LT 2.00 150 2,880 0.052 V/C: 0.545 Northbound RT 1.00 15 1,600 0.000 Lost Time: 0.100 TH 1.00 34 1,600 0.021 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 120 1,600 0.075 ICU: 0.645 TH 2.00 443 3,200 0.138 LT 0.00 0 0 0.000 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 43 1,600 0.027 N-S(1): 0.136 TH 2.00 621 3,200 0.194 * N-S(2): 0.208 * LT 1.00 184 1,600 0.115 E-W(1): 0.451 * Westbound RT 0.00 15 0 0.000 E-W(2): 0.164 TH 2.00 511 3,200 0.164 LT 2.00 239 2,880 0.083 * V/C: 0.659 Northbound RT 1.00 15 1,600 0.000 Lost Time: 0.100 TH 1.00 34 1,600 0.021 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 269 1,600 0.168 ICU: 0.759 TH 2.00 1,178 3,200 0.368 * LT 0.00 0 0 0.000 LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.236 * TH 0.00 0 0 0.000 N-S(2): 0.098 LT 0.00 0 0 0.000 * E-W(1): 0.170 Westbound RT 0.00 189 0 0.000 E-W(2): 0.389 * TH 2.00 928 3,200 0.349 * LT 0.00 0 0 0.000 V/C: 0.625 Northbound RT 0.00 128 0 0.000 Lost Time: 0.100 TH 2.00 472 3,200 0.236 * ITS: 0.000 LT 0.00 156 1,600 0.098 Eastbound RT 0.00 0 0 0.000 ICU: 0.725 TH 2.00 545 3,200 0.170 LT 2.00 115 2,880 0.040 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.242 * TH 0.00 0 0 0.000 N-S(2): 0.082 LT 0.00 0 0 0.000 * E-W(1): 0.389 * Westbound RT 0.00 257 0 0.000 E-W(2): 0.325 TH 2.00 630 3,200 0.277 LT 0.00 0 0 0.000 * V/C: 0.631 Northbound RT 0.00 151 0 0.000 Lost Time: 0.100 TH 2.00 491 3,200 0.242 * ITS: 0.000 LT 0.00 131 1,600 0.082 Eastbound RT 0.00 0 0 0.000 ICU: 0.731 TH 2.00 1,244 3,200 0.389 * LT 2.00 138 2,880 0.048 LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 92 1,600 0.049 N-S(1): 0.033 TH 2.00 926 3,200 0.289 * N-S(2): 0.289 * LT 1.00 37 1,600 0.023 E-W(1): 0.125 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.122 TH 1.00 100 1,600 0.104 LT 0.00 41 1,600 0.026 * V/C: 0.414 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 16 1,600 0.010 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 38 0 0.000 ICU: 0.514 TH 1.00 92 1,600 0.099 * LT 0.00 28 1,600 0.018 LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 68 1,600 0.034 N-S(1): 0.057 TH 2.00 1,014 3,200 0.317 * N-S(2): 0.317 * LT 1.00 74 1,600 0.046 E-W(1): 0.139 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.110 TH 1.00 69 1,600 0.092 LT 0.00 52 1,600 0.033 * V/C: 0.456 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 17 1,600 0.011 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 27 0 0.000 ICU: 0.556 TH 1.00 114 1,600 0.106 * LT 0.00 28 1,600 0.018 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_EP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Existing Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.243 * TH 0.00 0 0 0.000 N-S(2): 0.018 LT 0.00 0 0 0.000 * E-W(1): 0.092 Westbound RT 0.00 27 0 0.000 E-W(2): 0.122 * TH 1.00 130 1,600 0.098 * LT 0.00 0 0 0.000 V/C: 0.365 Northbound RT 1.00 40 1,600 0.025 Lost Time: 0.100 TH 2.00 750 3,200 0.243 * ITS: 0.000 LT 0.00 28 1,600 0.018 Eastbound RT 0.00 0 0 0.000 ICU: 0.465 TH 1.00 109 1,600 0.092 LT 0.00 38 1,600 0.024 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.233 * TH 0.00 0 0 0.000 N-S(2): 0.023 LT 0.00 0 0 0.000 * E-W(1): 0.124 Westbound RT 0.00 37 0 0.000 E-W(2): 0.141 * TH 1.00 127 1,600 0.103 * LT 0.00 0 0 0.000 V/C: 0.374 Northbound RT 1.00 58 1,600 0.036 Lost Time: 0.100 TH 2.00 709 3,200 0.233 * ITS: 0.000 LT 0.00 36 1,600 0.023 Eastbound RT 0.00 0 0 0.000 ICU: 0.474 TH 1.00 138 1,600 0.124 LT 0.00 61 1,600 0.038 * LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 15 0 0.000 N-S(1): 0.061 TH 3.00 895 4,800 0.190 * N-S(2): 0.190 * LT 1.00 97 1,600 0.061 E-W(1): 0.323 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.113 TH 1.00 180 1,600 0.113 LT 1.00 338 1,600 0.211 * V/C: 0.513 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 129 0 0.000 ICU: 0.613 TH 1.00 50 1,600 0.112 * LT 0.00 0 0 0.000 LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 5 0 0.000 N-S(1): 0.068 TH 3.00 682 4,800 0.143 * N-S(2): 0.143 * LT 1.00 108 1,600 0.068 E-W(1): 0.450 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.061 TH 1.00 97 1,600 0.061 LT 1.00 471 1,600 0.294 * V/C: 0.593 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 155 0 0.000 ICU: 0.693 TH 1.00 94 1,600 0.156 * LT 0.00 0 0 0.000 LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.290 * TH 0.00 0 0 0.000 N-S(2): 0.086 LT 0.00 0 0 0.000 * E-W(1): 0.089 Westbound RT 0.00 68 0 0.000 E-W(2): 0.286 * TH 1.00 385 1,600 0.283 * LT 0.00 0 0 0.000 V/C: 0.576 Northbound RT 0.00 176 0 0.000 Lost Time: 0.100 TH 2.00 616 3,200 0.290 * ITS: 0.000 LT 0.00 137 1,600 0.086 Eastbound RT 0.00 0 0 0.000 ICU: 0.676 TH 1.00 142 1,600 0.089 LT 1.00 4 1,600 0.003 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.399 * TH 0.00 0 0 0.000 N-S(2): 0.066 LT 0.00 0 0 0.000 * E-W(1): 0.104 Westbound RT 0.00 99 0 0.000 E-W(2): 0.409 * TH 1.00 521 1,600 0.388 * LT 0.00 0 0 0.000 V/C: 0.808 Northbound RT 0.00 331 0 0.000 Lost Time: 0.100 TH 2.00 840 3,200 0.399 * ITS: 0.000 LT 0.00 105 1,600 0.066 Eastbound RT 0.00 0 0 0.000 ICU: 0.908 TH 1.00 167 1,600 0.104 LT 1.00 33 1,600 0.021 * LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 208 0 0.000 N-S(1): 0.159 TH 4.00 967 6,400 0.223 * N-S(2): 0.223 * LT 0.00 255 1,600 0.159 E-W(1): 0.283 Westbound RT 0.00 0 0 0.000 E-W(2): 0.352 * TH 2.00 1,125 3,200 0.352 * LT 2.00 177 2,880 0.061 V/C: 0.575 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 1.00 122 1,600 0.076 ICU: 0.675 TH 2.00 709 3,200 0.222 LT 0.00 0 0 0.000 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 285 0 0.000 N-S(1): 0.159 TH 4.00 913 6,400 0.227 * N-S(2): 0.227 * LT 0.00 255 1,600 0.159 E-W(1): 0.670 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.207 TH 2.00 663 3,200 0.207 LT 2.00 305 2,880 0.106 * V/C: 0.897 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 1.00 303 1,600 0.189 ICU: 0.997 TH 2.00 1,806 3,200 0.564 * LT 0.00 0 0 0.000 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.323 * TH 0.00 0 0 0.000 N-S(2): 0.105 LT 0.00 0 0 0.000 * E-W(1): 0.209 Westbound RT 0.00 266 0 0.000 E-W(2): 0.548 * TH 2.00 1,144 3,200 0.441 * LT 0.00 0 0 0.000 V/C: 0.871 Northbound RT 0.00 192 0 0.000 Lost Time: 0.100 TH 2.00 672 3,200 0.323 * ITS: 0.000 LT 0.00 168 1,600 0.105 Eastbound RT 0.00 0 0 0.000 ICU: 0.971 TH 2.00 669 3,200 0.209 LT 2.00 309 2,880 0.107 * LOS: E

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.390 * TH 0.00 0 0 0.000 N-S(2): 0.087 LT 0.00 0 0 0.000 * E-W(1): 0.505 Westbound RT 0.00 369 0 0.000 E-W(2): 0.540 * TH 2.00 841 3,200 0.378 * LT 0.00 0 0 0.000 V/C: 0.930 Northbound RT 0.00 263 0 0.000 Lost Time: 0.100 TH 2.00 845 3,200 0.390 * ITS: 0.000 LT 0.00 139 1,600 0.087 Eastbound RT 0.00 0 0 0.000 ICU: 1.030 TH 2.00 1,615 3,200 0.505 LT 2.00 466 2,880 0.162 * LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : WBR FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 59 0 0.000 N-S(1): 0.008 TH 4.00 1,237 6,400 0.205 * N-S(2): 0.205 * LT 0.00 13 1,600 0.008 E-W(1): 0.093 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.083 TH 1.00 100 1,600 0.083 LT 0.00 33 1,600 0.021 * V/C: 0.298 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 46 0 0.000 ICU: 0.398 TH 1.00 69 1,600 0.072 * LT 0.00 0 0 0.000 LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 31 0 0.000 N-S(1): 0.036 TH 4.00 1,477 6,400 0.245 * N-S(2): 0.245 * LT 0.00 58 1,600 0.036 E-W(1): 0.110 * Westbound RT 0.00 0 0 0.000 E-W(2): 0.068 TH 1.00 63 1,600 0.068 LT 0.00 46 1,600 0.029 * V/C: 0.355 Northbound RT 0.00 0 0 0.000 Lost Time: 0.100 TH 0.00 0 0 0.000 ITS: 0.000 LT 0.00 0 0 0.000 * Eastbound RT 0.00 33 0 0.000 ICU: 0.455 TH 1.00 96 1,600 0.081 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_CB.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Cumulative Base

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.346 * TH 0.00 0 0 0.000 N-S(2): 0.021 LT 0.00 0 0 0.000 * E-W(1): 0.055 Westbound RT 0.00 30 0 0.000 E-W(2): 0.091 * TH 1.00 88 1,600 0.074 * LT 0.00 0 0 0.000 V/C: 0.437 Northbound RT 1.00 48 1,600 0.030 Lost Time: 0.100 TH 2.00 1,072 3,200 0.346 * ITS: 0.000 LT 0.00 34 1,600 0.021 Eastbound RT 0.00 0 0 0.000 ICU: 0.537 TH 1.00 61 1,600 0.055 LT 0.00 27 1,600 0.017 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.394 * TH 0.00 0 0 0.000 N-S(2): 0.028 LT 0.00 0 0 0.000 * E-W(1): 0.094 Westbound RT 0.00 42 0 0.000 E-W(2): 0.113 * TH 1.00 85 1,600 0.079 * LT 0.00 0 0 0.000 V/C: 0.507 Northbound RT 1.00 70 1,600 0.044 Lost Time: 0.100 TH 2.00 1,216 3,200 0.394 * ITS: 0.000 LT 0.00 44 1,600 0.028 Eastbound RT 0.00 0 0 0.000 ICU: 0.607 TH 1.00 96 1,600 0.094 LT 0.00 54 1,600 0.034 * LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 12 1,600 0.008 N-S(1): 0.039 TH 1.00 653 1,600 0.408 * N-S(2): 0.414 * LT 1.00 50 1,600 0.031 E-W(1): 0.173 * Westbound RT 0.00 2 0 0.000 E-W(2): 0.095 TH 1.00 150 1,600 0.095 LT 1.00 119 1,600 0.074 * V/C: 0.587 Northbound RT 0.00 2 0 0.000 Lost Time: 0.100 TH 1.00 11 1,600 0.008 ITS: 0.000 LT 1.00 9 1,600 0.006 * Eastbound RT 0.00 116 0 0.000 ICU: 0.687 TH 1.00 42 1,600 0.099 * LT 0.00 0 0 0.000 LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 4 1,600 0.003 N-S(1): 0.036 TH 1.00 429 1,600 0.268 * N-S(2): 0.274 * LT 1.00 45 1,600 0.028 E-W(1): 0.185 * Westbound RT 0.00 2 0 0.000 E-W(2): 0.052 TH 1.00 81 1,600 0.052 LT 1.00 79 1,600 0.049 * V/C: 0.459 Northbound RT 0.00 2 0 0.000 Lost Time: 0.100 TH 1.00 11 1,600 0.008 ITS: 0.000 LT 1.00 9 1,600 0.006 * Eastbound RT 0.00 138 0 0.000 ICU: 0.559 TH 1.00 79 1,600 0.136 * LT 0.00 0 0 0.000 LOS: A

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 2 0 0.000 N-S(1): 0.426 * TH 1.00 18 1,600 0.015 N-S(2): 0.083 LT 0.00 4 1,600 0.003 * E-W(1): 0.073 Westbound RT 0.00 45 0 0.000 E-W(2): 0.131 * TH 1.00 159 1,600 0.128 * LT 1.00 28 1,600 0.018 V/C: 0.557 Northbound RT 0.00 104 0 0.000 Lost Time: 0.100 TH 1.00 464 1,600 0.423 * ITS: 0.000 LT 0.00 109 1,600 0.068 Eastbound RT 0.00 0 0 0.000 ICU: 0.657 TH 1.00 88 1,600 0.055 LT 1.00 5 1,600 0.003 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 2 0 0.000 N-S(1): 0.482 * TH 1.00 18 1,600 0.015 N-S(2): 0.067 LT 0.00 4 1,600 0.003 * E-W(1): 0.077 Westbound RT 0.00 48 0 0.000 E-W(2): 0.124 * TH 1.00 121 1,600 0.106 * LT 1.00 28 1,600 0.018 V/C: 0.606 Northbound RT 0.00 112 0 0.000 Lost Time: 0.100 TH 1.00 572 1,600 0.479 * ITS: 0.000 LT 0.00 83 1,600 0.052 Eastbound RT 0.00 0 0 0.000 ICU: 0.706 TH 1.00 95 1,600 0.059 LT 1.00 29 1,600 0.018 * LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 67 1,600 0.042 N-S(1): 0.140 TH 1.00 709 1,600 0.443 * N-S(2): 0.457 * LT 1.00 187 1,600 0.117 E-W(1): 0.183 Westbound RT 0.00 7 0 0.000 E-W(2): 0.291 * TH 2.00 925 3,200 0.291 * LT 2.00 129 2,880 0.045 V/C: 0.748 Northbound RT 1.00 18 1,600 0.000 Lost Time: 0.100 TH 1.00 36 1,600 0.023 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 120 1,600 0.075 ICU: 0.848 TH 2.00 443 3,200 0.138 LT 0.00 0 0 0.000 * LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 43 1,600 0.027 N-S(1): 0.129 TH 1.00 572 1,600 0.358 * N-S(2): 0.372 * LT 1.00 169 1,600 0.106 E-W(1): 0.444 * Westbound RT 0.00 7 0 0.000 E-W(2): 0.162 TH 2.00 511 3,200 0.162 LT 2.00 219 2,880 0.076 * V/C: 0.816 Northbound RT 1.00 18 1,600 0.000 Lost Time: 0.100 TH 1.00 36 1,600 0.023 ITS: 0.000 LT 1.00 22 1,600 0.014 * Eastbound RT 1.00 269 1,600 0.168 ICU: 0.916 TH 2.00 1,178 3,200 0.368 * LT 0.00 0 0 0.000 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 6 0 0.000 N-S(1): 0.441 * TH 1.00 41 1,600 0.029 N-S(2): 0.113 LT 0.00 0 0 0.000 * E-W(1): 0.172 Westbound RT 0.00 179 0 0.000 E-W(2): 0.414 * TH 2.00 926 3,200 0.345 * LT 0.00 0 0 0.000 V/C: 0.855 Northbound RT 0.00 130 0 0.000 Lost Time: 0.100 TH 1.00 441 1,600 0.441 * ITS: 0.000 LT 0.00 135 1,600 0.084 Eastbound RT 0.00 0 0 0.000 ICU: 0.955 TH 2.00 549 3,200 0.172 LT 1.00 111 1,600 0.069 * LOS: E

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 6 0 0.000 N-S(1): 0.453 * TH 1.00 40 1,600 0.029 N-S(2): 0.098 LT 0.00 0 0 0.000 * E-W(1): 0.390 * Westbound RT 0.00 246 0 0.000 E-W(2): 0.357 TH 2.00 629 3,200 0.273 LT 0.00 0 0 0.000 * V/C: 0.843 Northbound RT 0.00 153 0 0.000 Lost Time: 0.100 TH 1.00 461 1,600 0.453 * ITS: 0.000 LT 0.00 111 1,600 0.069 Eastbound RT 0.00 0 0 0.000 ICU: 0.943 TH 2.00 1,247 3,200 0.390 * LT 1.00 135 1,600 0.084 LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : WBR FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 68 1,600 0.036 N-S(1): 0.041 TH 1.00 876 1,600 0.548 * N-S(2): 0.548 * LT 1.00 41 1,600 0.026 E-W(1): 0.130 Westbound RT 0.00 24 0 0.000 E-W(2): 0.137 * TH 1.00 124 1,600 0.124 * LT 0.00 50 1,600 0.031 V/C: 0.685 Northbound RT 1.00 24 1,600 0.015 Lost Time: 0.100 TH 1.00 14 1,600 0.009 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 38 0 0.000 ICU: 0.785 TH 1.00 100 1,600 0.099 LT 0.00 20 1,600 0.013 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 45 1,600 0.022 N-S(1): 0.065 TH 1.00 964 1,600 0.603 * N-S(2): 0.603 * LT 1.00 78 1,600 0.049 E-W(1): 0.144 * Westbound RT 0.00 24 0 0.000 E-W(2): 0.124 TH 1.00 92 1,600 0.111 LT 0.00 61 1,600 0.038 * V/C: 0.747 Northbound RT 1.00 25 1,600 0.016 Lost Time: 0.100 TH 1.00 14 1,600 0.009 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 27 0 0.000 ICU: 0.847 TH 1.00 122 1,600 0.106 * LT 0.00 20 1,600 0.013 LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_CP.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Cumulative Plus Project

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 27 0 0.000 N-S(1): 0.499 * TH 1.00 19 1,600 0.029 N-S(2): 0.047 LT 0.00 0 0 0.000 * E-W(1): 0.109 Westbound RT 0.00 27 0 0.000 E-W(2): 0.136 * TH 1.00 134 1,600 0.104 * LT 0.00 5 1,600 0.003 V/C: 0.635 Northbound RT 0.00 45 0 0.000 Lost Time: 0.100 TH 1.00 725 1,600 0.499 * ITS: 0.000 LT 0.00 28 1,600 0.018 Eastbound RT 0.00 6 0 0.000 ICU: 0.735 TH 1.00 113 1,600 0.106 LT 0.00 51 1,600 0.032 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 27 0 0.000 N-S(1): 0.489 * TH 1.00 19 1,600 0.029 N-S(2): 0.052 LT 0.00 0 0 0.000 * E-W(1): 0.142 Westbound RT 0.00 37 0 0.000 E-W(2): 0.154 * TH 1.00 130 1,600 0.108 * LT 0.00 5 1,600 0.003 V/C: 0.643 Northbound RT 0.00 63 0 0.000 Lost Time: 0.100 TH 1.00 684 1,600 0.489 * ITS: 0.000 LT 0.00 36 1,600 0.023 Eastbound RT 0.00 6 0 0.000 ICU: 0.743 TH 1.00 142 1,600 0.139 LT 0.00 74 1,600 0.046 * LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 15 1,600 0.009 N-S(1): 0.134 TH 1.00 929 1,600 0.581 * N-S(2): 0.588 * LT 1.00 107 1,600 0.067 E-W(1): 0.355 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.117 TH 1.00 184 1,600 0.117 LT 1.00 379 1,600 0.237 * V/C: 0.943 Northbound RT 0.00 64 0 0.000 Lost Time: 0.100 TH 1.00 43 1,600 0.067 ITS: 0.000 LT 1.00 11 1,600 0.007 * Eastbound RT 0.00 137 0 0.000 ICU: 1.043 TH 1.00 52 1,600 0.118 * LT 0.00 0 0 0.000 LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 5 1,600 0.003 N-S(1): 0.173 TH 1.00 718 1,600 0.449 * N-S(2): 0.456 * LT 1.00 111 1,600 0.069 E-W(1): 0.486 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.065 TH 1.00 101 1,600 0.065 LT 1.00 516 1,600 0.323 * V/C: 0.942 Northbound RT 0.00 77 0 0.000 Lost Time: 0.100 TH 1.00 89 1,600 0.104 ITS: 0.000 LT 1.00 11 1,600 0.007 * Eastbound RT 0.00 163 0 0.000 ICU: 1.042 TH 1.00 97 1,600 0.163 * LT 0.00 0 0 0.000 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.308 * TH 0.00 0 0 0.000 N-S(2): 0.100 LT 0.00 0 0 0.000 * E-W(1): 0.136 Westbound RT 0.00 62 0 0.000 E-W(2): 0.300 * TH 1.00 411 1,600 0.296 * LT 0.00 0 0 0.000 V/C: 0.608 Northbound RT 0.00 214 0 0.000 Lost Time: 0.100 TH 2.00 611 3,200 0.308 * ITS: 0.000 LT 0.00 160 1,600 0.100 Eastbound RT 0.00 0 0 0.000 ICU: 0.708 TH 1.00 217 1,600 0.136 LT 1.00 6 1,600 0.004 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.409 * TH 0.00 0 0 0.000 N-S(2): 0.079 LT 0.00 0 0 0.000 * E-W(1): 0.156 Westbound RT 0.00 89 0 0.000 E-W(2): 0.422 * TH 1.00 551 1,600 0.400 * LT 0.00 0 0 0.000 V/C: 0.831 Northbound RT 0.00 377 0 0.000 Lost Time: 0.100 TH 2.00 805 3,200 0.409 * ITS: 0.000 LT 0.00 127 1,600 0.079 Eastbound RT 0.00 0 0 0.000 ICU: 0.931 TH 1.00 249 1,600 0.156 LT 1.00 35 1,600 0.022 * LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 207 1,600 0.129 N-S(1): 0.252 TH 1.00 1,078 1,600 0.674 * N-S(2): 0.691 * LT 1.00 262 1,600 0.164 E-W(1): 0.317 Westbound RT 0.00 18 0 0.000 E-W(2): 0.375 * TH 2.00 1,182 3,200 0.375 * LT 2.00 222 2,880 0.077 V/C: 1.066 Northbound RT 1.00 34 1,600 0.000 Lost Time: 0.100 TH 1.00 140 1,600 0.088 ITS: 0.000 LT 1.00 27 1,600 0.017 * Eastbound RT 1.00 145 1,600 0.091 ICU: 1.166 TH 2.00 767 3,200 0.240 LT 0.00 0 0 0.000 * LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 279 1,600 0.174 N-S(1): 0.286 TH 1.00 1,038 1,600 0.649 * N-S(2): 0.666 * LT 1.00 256 1,600 0.160 E-W(1): 0.702 * Westbound RT 0.00 20 0 0.000 E-W(2): 0.230 TH 2.00 716 3,200 0.230 LT 2.00 351 2,880 0.122 * V/C: 1.368 Northbound RT 1.00 59 1,600 0.000 Lost Time: 0.100 TH 1.00 201 1,600 0.126 ITS: 0.000 LT 1.00 27 1,600 0.017 * Eastbound RT 1.00 326 1,600 0.204 ICU: 1.468 TH 2.00 1,856 3,200 0.580 * LT 0.00 0 0 0.000 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.323 * TH 0.00 0 0 0.000 N-S(2): 0.118 LT 0.00 0 0 0.000 * E-W(1): 0.238 Westbound RT 0.00 281 0 0.000 E-W(2): 0.579 * TH 2.00 1,233 3,200 0.473 * LT 0.00 0 0 0.000 V/C: 0.902 Northbound RT 0.00 187 0 0.000 Lost Time: 0.100 TH 2.00 659 3,200 0.323 * ITS: 0.000 LT 0.00 189 1,600 0.118 Eastbound RT 0.00 0 0 0.000 ICU: 1.002 TH 2.00 760 3,200 0.238 LT 2.00 305 2,880 0.106 * LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.373 * TH 0.00 0 0 0.000 N-S(2): 0.099 LT 0.00 0 0 0.000 * E-W(1): 0.538 Westbound RT 0.00 382 0 0.000 E-W(2): 0.569 * TH 2.00 930 3,200 0.410 * LT 0.00 0 0 0.000 V/C: 0.942 Northbound RT 0.00 239 0 0.000 Lost Time: 0.100 TH 2.00 797 3,200 0.373 * ITS: 0.000 LT 0.00 159 1,600 0.099 Eastbound RT 0.00 0 0 0.000 ICU: 1.042 TH 2.00 1,721 3,200 0.538 LT 2.00 459 2,880 0.159 * LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 102 1,600 0.055 N-S(1): 0.116 TH 1.00 1,333 1,600 0.833 * N-S(2): 0.833 * LT 1.00 39 1,600 0.024 E-W(1): 0.140 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.137 TH 1.00 117 1,600 0.119 LT 0.00 47 1,600 0.029 * V/C: 0.973 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 147 1,600 0.092 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 46 0 0.000 ICU: 1.073 TH 1.00 104 1,600 0.111 * LT 0.00 28 1,600 0.018 LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 73 1,600 0.037 N-S(1): 0.206 TH 1.00 1,589 1,600 0.993 * N-S(2): 0.993 * LT 1.00 84 1,600 0.053 E-W(1): 0.158 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.122 TH 1.00 80 1,600 0.104 LT 0.00 60 1,600 0.038 * V/C: 1.151 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 245 1,600 0.153 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 33 0 0.000 ICU: 1.251 TH 1.00 131 1,600 0.120 * LT 0.00 28 1,600 0.018 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.332 * TH 0.00 0 0 0.000 N-S(2): 0.021 LT 0.00 0 0 0.000 * E-W(1): 0.102 Westbound RT 0.00 32 0 0.000 E-W(2): 0.138 * TH 1.00 145 1,600 0.111 * LT 0.00 0 0 0.000 V/C: 0.470 Northbound RT 1.00 48 1,600 0.030 Lost Time: 0.100 TH 2.00 1,028 3,200 0.332 * ITS: 0.000 LT 0.00 34 1,600 0.021 Eastbound RT 0.00 0 0 0.000 ICU: 0.570 TH 1.00 120 1,600 0.102 LT 0.00 43 1,600 0.027 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.360 * TH 0.00 0 0 0.000 N-S(2): 0.028 LT 0.00 0 0 0.000 * E-W(1): 0.141 Westbound RT 0.00 44 0 0.000 E-W(2): 0.160 * TH 1.00 142 1,600 0.116 * LT 0.00 0 0 0.000 V/C: 0.520 Northbound RT 1.00 70 1,600 0.044 Lost Time: 0.100 TH 2.00 1,108 3,200 0.360 * ITS: 0.000 LT 0.00 44 1,600 0.028 Eastbound RT 0.00 0 0 0.000 ICU: 0.620 TH 1.00 155 1,600 0.141 LT 0.00 70 1,600 0.044 * LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 1 San Gabriel Avenue & 9th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 15 1,600 0.009 N-S(1): 0.134 TH 2.00 929 3,200 0.290 * N-S(2): 0.297 * LT 1.00 107 1,600 0.067 E-W(1): 0.355 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.117 TH 1.00 184 1,600 0.117 LT 1.00 379 1,600 0.237 * V/C: 0.652 Northbound RT 0.00 64 0 0.000 Lost Time: 0.100 TH 1.00 43 1,600 0.067 ITS: 0.000 LT 1.00 11 1,600 0.007 * Eastbound RT 0.00 137 0 0.000 ICU: 0.752 TH 1.00 52 1,600 0.118 * LT 0.00 0 0 0.000 LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 5 1,600 0.003 N-S(1): 0.173 TH 2.00 718 3,200 0.224 * N-S(2): 0.231 * LT 1.00 111 1,600 0.069 E-W(1): 0.486 * Westbound RT 0.00 3 0 0.000 E-W(2): 0.065 TH 1.00 101 1,600 0.065 LT 1.00 516 1,600 0.323 * V/C: 0.717 Northbound RT 0.00 77 0 0.000 Lost Time: 0.100 TH 1.00 89 1,600 0.104 ITS: 0.000 LT 1.00 11 1,600 0.007 * Eastbound RT 0.00 163 0 0.000 ICU: 0.817 TH 1.00 97 1,600 0.163 * LT 0.00 0 0 0.000 LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.308 * TH 0.00 0 0 0.000 N-S(2): 0.100 LT 0.00 0 0 0.000 * E-W(1): 0.136 Westbound RT 0.00 62 0 0.000 E-W(2): 0.300 * TH 1.00 411 1,600 0.296 * LT 0.00 0 0 0.000 V/C: 0.608 Northbound RT 0.00 214 0 0.000 Lost Time: 0.100 TH 2.00 611 3,200 0.308 * ITS: 0.000 LT 0.00 160 1,600 0.100 Eastbound RT 0.00 0 0 0.000 ICU: 0.708 TH 1.00 217 1,600 0.136 LT 1.00 6 1,600 0.004 * LOS: C

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.409 * TH 0.00 0 0 0.000 N-S(2): 0.079 LT 0.00 0 0 0.000 * E-W(1): 0.156 Westbound RT 0.00 89 0 0.000 E-W(2): 0.422 * TH 1.00 551 1,600 0.400 * LT 0.00 0 0 0.000 V/C: 0.831 Northbound RT 0.00 377 0 0.000 Lost Time: 0.100 TH 2.00 805 3,200 0.409 * ITS: 0.000 LT 0.00 127 1,600 0.079 Eastbound RT 0.00 0 0 0.000 ICU: 0.931 TH 1.00 249 1,600 0.156 LT 1.00 35 1,600 0.022 * LOS: E

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 207 1,600 0.129 N-S(1): 0.252 TH 2.00 1,078 3,200 0.337 * N-S(2): 0.354 * LT 1.00 262 1,600 0.164 E-W(1): 0.317 Westbound RT 0.00 18 0 0.000 E-W(2): 0.375 * TH 2.00 1,182 3,200 0.375 * LT 2.00 222 2,880 0.077 V/C: 0.729 Northbound RT 1.00 34 1,600 0.000 Lost Time: 0.100 TH 1.00 140 1,600 0.088 ITS: 0.000 LT 1.00 27 1,600 0.017 * Eastbound RT 1.00 145 1,600 0.091 ICU: 0.829 TH 2.00 767 3,200 0.240 LT 0.00 0 0 0.000 * LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 279 1,600 0.174 N-S(1): 0.286 TH 2.00 1,038 3,200 0.324 * N-S(2): 0.341 * LT 1.00 256 1,600 0.160 E-W(1): 0.702 * Westbound RT 0.00 20 0 0.000 E-W(2): 0.230 TH 2.00 716 3,200 0.230 LT 2.00 351 2,880 0.122 * V/C: 1.043 Northbound RT 1.00 59 1,600 0.000 Lost Time: 0.100 TH 1.00 201 1,600 0.126 ITS: 0.000 LT 1.00 27 1,600 0.017 * Eastbound RT 1.00 326 1,600 0.204 ICU: 1.143 TH 2.00 1,856 3,200 0.580 * LT 0.00 0 0 0.000 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.323 * TH 0.00 0 0 0.000 N-S(2): 0.118 LT 0.00 0 0 0.000 * E-W(1): 0.238 Westbound RT 0.00 281 0 0.000 E-W(2): 0.579 * TH 2.00 1,233 3,200 0.473 * LT 0.00 0 0 0.000 V/C: 0.902 Northbound RT 0.00 187 0 0.000 Lost Time: 0.100 TH 2.00 659 3,200 0.323 * ITS: 0.000 LT 0.00 189 1,600 0.118 Eastbound RT 0.00 0 0 0.000 ICU: 1.002 TH 2.00 760 3,200 0.238 LT 2.00 305 2,880 0.106 * LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.373 * TH 0.00 0 0 0.000 N-S(2): 0.099 LT 0.00 0 0 0.000 * E-W(1): 0.538 Westbound RT 0.00 382 0 0.000 E-W(2): 0.569 * TH 2.00 930 3,200 0.410 * LT 0.00 0 0 0.000 V/C: 0.942 Northbound RT 0.00 239 0 0.000 Lost Time: 0.100 TH 2.00 797 3,200 0.373 * ITS: 0.000 LT 0.00 159 1,600 0.099 Eastbound RT 0.00 0 0 0.000 ICU: 1.042 TH 2.00 1,721 3,200 0.538 LT 2.00 459 2,880 0.159 * LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 7 San Gabriel Avenue & 5th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 102 1,600 0.055 N-S(1): 0.116 TH 2.00 1,333 3,200 0.417 * N-S(2): 0.417 * LT 1.00 39 1,600 0.024 E-W(1): 0.140 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.137 TH 1.00 117 1,600 0.119 LT 0.00 47 1,600 0.029 * V/C: 0.557 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 147 1,600 0.092 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 46 0 0.000 ICU: 0.657 TH 1.00 104 1,600 0.111 * LT 0.00 28 1,600 0.018 LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 73 1,600 0.037 N-S(1): 0.206 TH 2.00 1,589 3,200 0.497 * N-S(2): 0.497 * LT 1.00 84 1,600 0.053 E-W(1): 0.158 * Westbound RT 0.00 26 0 0.000 E-W(2): 0.122 TH 1.00 80 1,600 0.104 LT 0.00 60 1,600 0.038 * V/C: 0.655 Northbound RT 1.00 15 1,600 0.009 Lost Time: 0.100 TH 1.00 245 1,600 0.153 ITS: 0.000 LT 1.00 0 1,600 0.000 * Eastbound RT 0.00 33 0 0.000 ICU: 0.755 TH 1.00 131 1,600 0.120 * LT 0.00 28 1,600 0.018 LOS: C

* - Denotes critical movement Printed: 5/26/2015 KICU_CP_SGOnlyV2.xls

Project Title: Azusa TOD Specific Plan Intersection: 8 Azusa Avenue & 5th Street Description: Cumulative Plus Project (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.332 * TH 0.00 0 0 0.000 N-S(2): 0.021 LT 0.00 0 0 0.000 * E-W(1): 0.102 Westbound RT 0.00 32 0 0.000 E-W(2): 0.138 * TH 1.00 145 1,600 0.111 * LT 0.00 0 0 0.000 V/C: 0.470 Northbound RT 1.00 48 1,600 0.030 Lost Time: 0.100 TH 2.00 1,028 3,200 0.332 * ITS: 0.000 LT 0.00 34 1,600 0.021 Eastbound RT 0.00 0 0 0.000 ICU: 0.570 TH 1.00 120 1,600 0.102 LT 0.00 43 1,600 0.027 * LOS: A

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.360 * TH 0.00 0 0 0.000 N-S(2): 0.028 LT 0.00 0 0 0.000 * E-W(1): 0.141 Westbound RT 0.00 44 0 0.000 E-W(2): 0.160 * TH 1.00 142 1,600 0.116 * LT 0.00 0 0 0.000 V/C: 0.520 Northbound RT 1.00 70 1,600 0.044 Lost Time: 0.100 TH 2.00 1,108 3,200 0.360 * ITS: 0.000 LT 0.00 44 1,600 0.028 Eastbound RT 0.00 0 0 0.000 ICU: 0.620 TH 1.00 155 1,600 0.141 LT 0.00 70 1,600 0.044 * LOS: B

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.308 * TH 0.00 0 0 0.000 N-S(2): 0.100 LT 0.00 0 0 0.000 * E-W(1): 0.136 Westbound RT 1.00 62 1,600 0.039 E-W(2): 0.261 * TH 1.00 411 1,600 0.257 * LT 0.00 0 0 0.000 V/C: 0.569 Northbound RT 0.00 214 0 0.000 Lost Time: 0.100 TH 2.00 611 3,200 0.308 * ITS: 0.000 LT 0.00 160 1,600 0.100 Eastbound RT 0.00 0 0 0.000 ICU: 0.669 TH 1.00 217 1,600 0.136 LT 1.00 6 1,600 0.004 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.409 * TH 0.00 0 0 0.000 N-S(2): 0.079 LT 0.00 0 0 0.000 * E-W(1): 0.156 Westbound RT 1.00 89 1,600 0.056 E-W(2): 0.366 * TH 1.00 551 1,600 0.344 * LT 0.00 0 0 0.000 V/C: 0.775 Northbound RT 0.00 377 0 0.000 Lost Time: 0.100 TH 2.00 805 3,200 0.409 * ITS: 0.000 LT 0.00 127 1,600 0.079 Eastbound RT 0.00 0 0 0.000 ICU: 0.875 TH 1.00 249 1,600 0.156 LT 1.00 35 1,600 0.022 * LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 207 1,600 0.129 N-S(1): 0.179 TH 1.00 1,078 1,600 0.674 * N-S(2): 0.683 * LT 2.00 262 2,880 0.091 E-W(1): 0.317 Westbound RT 0.00 18 0 0.000 E-W(2): 0.375 * TH 2.00 1,182 3,200 0.375 * LT 2.00 222 2,880 0.077 V/C: 1.058 Northbound RT 1.00 34 1,600 0.000 Lost Time: 0.100 TH 1.00 140 1,600 0.088 ITS: 0.000 LT 2.00 27 2,880 0.009 * Eastbound RT 1.00 145 1,600 0.091 ICU: 1.158 TH 2.00 767 3,200 0.240 LT 0.00 0 0 0.000 * LOS: F

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 279 1,600 0.174 N-S(1): 0.215 TH 1.00 1,038 1,600 0.649 * N-S(2): 0.658 * LT 2.00 256 2,880 0.089 E-W(1): 0.702 * Westbound RT 0.00 20 0 0.000 E-W(2): 0.230 TH 2.00 716 3,200 0.230 LT 2.00 351 2,880 0.122 * V/C: 1.360 Northbound RT 1.00 59 1,600 0.000 Lost Time: 0.100 TH 1.00 201 1,600 0.126 ITS: 0.000 LT 2.00 27 2,880 0.009 * Eastbound RT 1.00 326 1,600 0.204 ICU: 1.460 TH 2.00 1,856 3,200 0.580 * LT 0.00 0 0 0.000 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV1.xls

Project Title: Azusa TOD Specific Plan Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V1)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.323 * TH 0.00 0 0 0.000 N-S(2): 0.118 LT 0.00 0 0 0.000 * E-W(1): 0.238 Westbound RT 1.00 281 1,600 0.176 E-W(2): 0.491 * TH 2.00 1,233 3,200 0.385 * LT 0.00 0 0 0.000 V/C: 0.814 Northbound RT 0.00 187 0 0.000 Lost Time: 0.100 TH 2.00 659 3,200 0.323 * ITS: 0.000 LT 0.00 189 1,600 0.118 Eastbound RT 0.00 0 0 0.000 ICU: 0.914 TH 2.00 760 3,200 0.238 LT 2.00 305 2,880 0.106 * LOS: E

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.373 * TH 0.00 0 0 0.000 N-S(2): 0.099 LT 0.00 0 0 0.000 * E-W(1): 0.538 * Westbound RT 1.00 382 1,600 0.239 E-W(2): 0.450 TH 2.00 930 3,200 0.291 LT 0.00 0 0 0.000 * V/C: 0.911 Northbound RT 0.00 239 0 0.000 Lost Time: 0.100 TH 2.00 797 3,200 0.373 * ITS: 0.000 LT 0.00 159 1,600 0.099 Eastbound RT 0.00 0 0 0.000 ICU: 1.011 TH 2.00 1,721 3,200 0.538 * LT 2.00 459 2,880 0.159 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV2.xls

Project Title: Redondo Beach Waterfront Intersection: 2 Azusa Avenue & 9th Street Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.308 * TH 0.00 0 0 0.000 N-S(2): 0.100 LT 0.00 0 0 0.000 * E-W(1): 0.136 Westbound RT 1.00 62 1,600 0.039 E-W(2): 0.261 * TH 1.00 411 1,600 0.257 * LT 0.00 0 0 0.000 V/C: 0.569 Northbound RT 0.00 214 0 0.000 Lost Time: 0.100 TH 2.00 611 3,200 0.308 * ITS: 0.000 LT 0.00 160 1,600 0.100 Eastbound RT 0.00 0 0 0.000 ICU: 0.669 TH 1.00 217 1,600 0.136 LT 1.00 6 1,600 0.004 * LOS: B

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.409 * TH 0.00 0 0 0.000 N-S(2): 0.079 LT 0.00 0 0 0.000 * E-W(1): 0.156 Westbound RT 1.00 89 1,600 0.056 E-W(2): 0.366 * TH 1.00 551 1,600 0.344 * LT 0.00 0 0 0.000 V/C: 0.775 Northbound RT 0.00 377 0 0.000 Lost Time: 0.100 TH 2.00 805 3,200 0.409 * ITS: 0.000 LT 0.00 127 1,600 0.079 Eastbound RT 0.00 0 0 0.000 ICU: 0.875 TH 1.00 249 1,600 0.156 LT 1.00 35 1,600 0.022 * LOS: D

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV2.xls

Project Title: Redondo Beach Waterfront Intersection: 4 San Gabriel Avenue & Foothill Boulevard Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 207 1,600 0.129 N-S(1): 0.179 TH 2.00 1,078 3,200 0.337 * N-S(2): 0.346 * LT 2.00 262 2,880 0.091 E-W(1): 0.317 Westbound RT 0.00 18 0 0.000 E-W(2): 0.375 * TH 2.00 1,182 3,200 0.375 * LT 2.00 222 2,880 0.077 V/C: 0.721 Northbound RT 1.00 34 1,600 0.000 Lost Time: 0.100 TH 1.00 140 1,600 0.088 ITS: 0.000 LT 2.00 27 2,880 0.009 * Eastbound RT 1.00 145 1,600 0.091 ICU: 0.821 TH 2.00 767 3,200 0.240 LT 0.00 0 0 0.000 * LOS: D

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 1.00 279 1,600 0.174 N-S(1): 0.286 TH 2.00 1,038 3,200 0.324 * N-S(2): 0.341 * LT 1.00 256 1,600 0.160 E-W(1): 0.702 * Westbound RT 0.00 20 0 0.000 E-W(2): 0.230 TH 2.00 716 3,200 0.230 LT 2.00 351 2,880 0.122 * V/C: 1.043 Northbound RT 1.00 59 1,600 0.000 Lost Time: 0.100 TH 1.00 201 1,600 0.126 ITS: 0.000 LT 1.00 27 1,600 0.017 * Eastbound RT 1.00 326 1,600 0.204 ICU: 1.143 TH 2.00 1,856 3,200 0.580 * LT 0.00 0 0 0.000 LOS: F

* - Denotes critical movement Printed: 5/26/2015 KICU_CPM_SGOnlyV2.xls

Project Title: Redondo Beach Waterfront Intersection: 5 Azusa Avenue & Foothill Boulevard Description: Cumulative Plus Project Mitigation (San Gabriel Two-Way Only V2)

Date/Time: AM PEAK HOUR

Thru Lane: 1600 vph N-S Split Phase : N Left Lane: 1600 vph E-W Split Phase : N Double Lt Penalty: 10 % Lost Time (% of cycle) : 10 ITS: 0 % V/C Round Off (decs.) : 3 OLA Movements : FF Movements:

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.323 * TH 0.00 0 0 0.000 N-S(2): 0.118 LT 0.00 0 0 0.000 * E-W(1): 0.238 Westbound RT 1.00 281 1,600 0.176 E-W(2): 0.491 * TH 2.00 1,233 3,200 0.385 * LT 0.00 0 0 0.000 V/C: 0.814 Northbound RT 0.00 187 0 0.000 Lost Time: 0.100 TH 2.00 659 3,200 0.323 * ITS: 0.000 LT 0.00 189 1,600 0.118 Eastbound RT 0.00 0 0 0.000 ICU: 0.914 TH 2.00 760 3,200 0.238 LT 2.00 305 2,880 0.106 * LOS: E

Date/Time: PM PEAK HOUR

APPROACH MVMT LANES VOLUME CAPACITY V/C ICU ANALYSIS

Southbound RT 0.00 0 0 0.000 N-S(1): 0.373 * TH 0.00 0 0 0.000 N-S(2): 0.099 LT 0.00 0 0 0.000 * E-W(1): 0.538 * Westbound RT 1.00 382 1,600 0.239 E-W(2): 0.450 TH 2.00 930 3,200 0.291 LT 0.00 0 0 0.000 * V/C: 0.911 Northbound RT 0.00 239 0 0.000 Lost Time: 0.100 TH 2.00 797 3,200 0.373 * ITS: 0.000 LT 0.00 159 1,600 0.099 Eastbound RT 0.00 0 0 0.000 ICU: 1.011 TH 2.00 1,721 3,200 0.538 * LT 2.00 459 2,880 0.159 LOS: F

* - Denotes critical movement

APPENDIX C: SIGNAL WARRANT WORKSHEETS

Sheet No 1 of 1

Project Azusa Specific Plan TOD Major Street Foothill Boulevard Scenario Existing Plus Project Minor Street Dalton Avenue Peak Hour PM

Turn Movement Volumes Major Street Direction NB SB EB WB Left 7 44 49 95 North/South Through 35 38 1,321 805 x East/West Right 31 47 34 56 Total 73 129 1,404 956

Figure 4C-3. Warrant 3, Peak Hour 03 The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met:

600 A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute

VPH - 2 or More Lanes & 2 or More Lanes periods) of an average day: 500 1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 400 2 or More Lanes & 1 Lane vehicle-hours for a two-lane approach; and 2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles 300 per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for 200 intersections with three approaches or 800 vehicles per hour for intersections with four or more 150* approaches. 100 100* B. The plotted point representing the vehicles per hour on the major street (total of both approaches) 1 Lane & 1 Lane and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction 0 only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 curve in Figure 4C-3 for the existing combination of approach lanes.

Minor Street Higher Volume Approach Approach HigherStreetVolume Minor Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)

* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014

Major Street Minor Street Warrant Met Foothill Boulevard Dalton Avenue Number of Approach Lanes 1 2 YES Traffic Volume (VPH) * 2,360 129

* Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Sheet No 1 of 1

Project Azusa Specific Plan TOD Major Street Foothill Boulevard Scenario Alternative 1 & 2 Existing + Project Minor Street Dalton Avenue Peak Hour PM

Turn Movement Volumes Major Street Direction NB SB EB WB Left 7 38 51 56 North/South Through 24 26 1,322 818 x East/West Right 31 49 34 93 Total 62 113 1,407 967

Figure 4C-3. Warrant 3, Peak Hour 03 The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met:

600 A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute

VPH - 2 or More Lanes & 2 or More Lanes periods) of an average day: 500 1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 400 2 or More Lanes & 1 Lane vehicle-hours for a two-lane approach; and 2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles 300 per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for 200 intersections with three approaches or 800 vehicles per hour for intersections with four or more 150* approaches. 100 100* B. The plotted point representing the vehicles per hour on the major street (total of both approaches) 1 Lane & 1 Lane and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction 0 only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 curve in Figure 4C-3 for the existing combination of approach lanes.

Minor Street Higher Volume Approach Approach HigherStreetVolume Minor Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)

* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014

Major Street Minor Street Warrant Met Foothill Boulevard Dalton Avenue Number of Approach Lanes 1 2 YES Traffic Volume (VPH) * 2,374 113

* Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Sheet No 1 of 1

Project Azusa Specific Plan TOD Major Street Foothill Boulevard Scenario Cumlative Plus Project Minor Street Dalton Avenue Peak Hour PM

Turn Movement Volumes Major Street Direction NB SB EB WB Left 8 51 87 67 North/South Through 37 41 1,842 1,199 x East/West Right 37 79 41 168 Total 82 171 1,970 1,434

Figure 4C-3. Warrant 3, Peak Hour 03 The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met:

600 A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute

VPH - 2 or More Lanes & 2 or More Lanes periods) of an average day: 500 1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 400 2 or More Lanes & 1 Lane vehicle-hours for a two-lane approach; and 2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles 300 per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for 200 intersections with three approaches or 800 vehicles per hour for intersections with four or more 150* approaches. 100 100* B. The plotted point representing the vehicles per hour on the major street (total of both approaches) 1 Lane & 1 Lane and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction 0 only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 curve in Figure 4C-3 for the existing combination of approach lanes.

Minor Street Higher Volume Approach Approach HigherStreetVolume Minor Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)

* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014

Major Street Minor Street Warrant Met Foothill Boulevard Dalton Avenue Number of Approach Lanes 1 2 YES Traffic Volume (VPH) * 3,404 171

* Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach. Sheet No 1 of 1

Project Azusa Specific Plan TOD Major Street Foothill Boulevard Scenario Alt 1 & 2 Cumlative + Project Minor Street Dalton Avenue Peak Hour PM

Turn Movement Volumes Major Street Direction NB SB EB WB Left 8 54 89 72 North/South Through 26 29 1,843 1,212 x East/West Right 37 81 41 164 Total 71 164 1,973 1,448

Figure 4C-3. Warrant 3, Peak Hour 03 The need for a traffic control signal shall be considered if an engineering study finds that the criteria in either of the following two categories are met:

600 A. If all three of the following conditions exist for the same 1 hour (any four consecutive 15-minute

VPH - 2 or More Lanes & 2 or More Lanes periods) of an average day: 500 1. The total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 400 2 or More Lanes & 1 Lane vehicle-hours for a two-lane approach; and 2. The volume on the same minor-street approach (one direction only) equals or exceeds 100 vehicles 300 per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes; and 3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per hour for 200 intersections with three approaches or 800 vehicles per hour for intersections with four or more 150* approaches. 100 100* B. The plotted point representing the vehicles per hour on the major street (total of both approaches) 1 Lane & 1 Lane and the corresponding vehicles per hour on the higher-volume minor-street approach (one direction 0 only) for 1 hour (any four consecutive 15-minute periods) of an average day falls above the applicable 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 curve in Figure 4C-3 for the existing combination of approach lanes.

Minor Street Higher Volume Approach Approach HigherStreetVolume Minor Major Street - Total of Both Approaches - Vehicle Per Hour (VPH)

* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014

Major Street Minor Street Warrant Met Foothill Boulevard Dalton Avenue Number of Approach Lanes 1 2 YES Traffic Volume (VPH) * 3,421 164

* Note: Traffic Volume for Major Street is Total Volume of Both Approches. Traffic Volume for Minor Street is the Volume of High Volume Approach.