MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA, CALIFORNIA

Transcription

1 MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA, CALIFORNIA SEPTEMBER 20, 2012 Prepared for: Golden Eagle Multi-Family Properties, LLC 6201 Oak Canyon Rd., Suite 250 Irvine, CA Prepared by: Scott Sato, P.E. 100 E. San Marcos Boulevard, Suite 400 San Marcos, CA TRAMES SOLUTIONS INC. ( )

2 TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION AND SUMMARY... 1 A. Purpose of the TIA and Study Objectives B. Site Location and Study Area C. Development Project Identification 1. Project Size and Description 2. Existing Land Use 3. Proposed Land Use 4. Site Plan of Proposed Project 5. Proposed Project Opening Year 6. Proposed Project Phasing 2.0 AREA CONDITIONS... 6 A. Study Area and Intersections B. Existing Traffic Controls and Intersection Geometrics C. Existing Traffic Volumes D. Existing Delay and Level of Service E. Transit Service 3.0 PROJECTED FUTURE TRAFFIC A. Project Traffic 1. Ambient Growth Rate 2. Project Trip Generation 3. Project Trip Distribution and Assignment 4. Other Trip Generation Factors 5. Project Peak Hour Turning Movement Traffic B. Cumulative Traffic (Background) 1. Ambient Growth Rate 2. Other Approved or Proposed Development Projects 3. Other Approved Projects Trip Generation 4. Other Approved Development Trip Distribution and Assignment 5. Total Background Peak Hour Turning Movement Volumes 4.0 TRAFFIC ANALYSIS A. Delay and Level of Service for Existing With Project Conditions B. Delay and Level of Service Under Cumulative Conditions With Project Conditions MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT)

3 TABLE OF CONTENTS (Continued) SECTION PAGE 5.0 FINDINGS AND RECOMMENDATIONS A. Traffic Impacts and Level of Service Analysis 1. Existing Conditions 2. Existing plus Ambient plus Project Conditions 3. Existing plus Ambient plus Project plus Cumulative Conditions B. Circulation Recommendations 1. On-Site MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT)

4 LIST OF FIGURES FIGURE PAGE 1-A LOCATION MAP B SITE PLAN A EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS B EXISTING (2012) TRAFFIC VOLUMES A PROJECT TRIP DISTRIBUTION B PROJECT ONLY TRAFFIC VOLUMES C CUMULATIVE DEVELOPMENT LOCATION MAP AND TRIP DISTRIBUTION D CUMULATIVE DEVELOPMENT PM PEAK HOUR INTERSECTION VOLUMES E EXISTING PLUS AMBIENT PLUS PROJECT PEAK HOUR INTERSECTION VOLUMES F EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE PEAK HOUR INTERSECTION VOLUMES A CIRCULATION RECOMMENDATIONS MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT)

5 LIST OF TABLES TABLE PAGE 2-1 INTERSECTION ANALYSIS FOR EXISTING CONDITIONS TRIP GENERATION RATES TRIP GENERATION SUMMARY CUMULATIVE DEVELOPMENT TRIP GENERATION RATES CUMULATIVE DEVELOPMENT TRIP GENERATION SUMMARY INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT)

6 LIST OF APPENDICES SCOPING AGREEMENT... TRAFFIC COUNT WORKSHEETS... EXISTING ANALYSIS CALCULATION WORKSHEETS... EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS... EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS... A B C D E MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT)

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8 MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA, CALIFORNIA 1.0 INTRODUCTION AND SUMMARY A. Purpose of the TIA and Study Objectives The purpose of this traffic impact analysis (TIA) is to evaluate the traffic impacts of the proposed Murrieta Apartments development. The project is proposed to be developed with approximately 112 apartment dwelling units. The site is located north of Murrieta Hot Springs Road and east of Via Princesa in the City of Murrieta. Study objectives include the following: Existing Traffic. Existing traffic will be counted to determine current conditions. This constitutes the environmental setting for a CEQA analysis at the time that the hearing body reviews the project. Traffic count data shall be new or recent. In some cases, data up to one year old may be acceptable with the approval of the City of Murrieta Engineering Department. Any exception to this must be requested prior to approval of the scoping agreement Project Completion (existing + ambient + project). Traffic conditions prior to the time that the proposed development is completed will be estimated by increasing the existing traffic counts by an appropriate growth rate to be provided by City of Murrieta Engineering Department staff, projected to the year that the project is estimated to be completed. Traffic generated by the proposed project will then be added, and the impacts on the circulation system will be analyzed. This will be the basis for determining project-specific impacts, mitigation, and conditions of approval. Cumulative (existing + ambient + project + cumulative). Traffic generated by other approved projects in the study area shall be identified and added to the Project Completion traffic identified in Scenario 2. This may also include projects that are proposed and in the review process, but not yet fully approved. This scenario will be analyzed, and a determination made if improvements funded through an approved funding mechanism (TUMF, DIF, CFD, etc.) can accommodate the cumulative traffic at the target Level of Service (LOS) identified in the General Plan. If the funded improvements can provide the target LOS, payment into the fee program will be considered as cumulative mitigation through the conditions of approval. Other improvements needed beyond the funded improvements (such as localized improvements to non-tumf facilities) should be identified as such. MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 1

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10 B. Site Location and Study Area The project site is generally located north of Murrieta Hot Springs Road and east of Via Princesa in the City of Murrieta. Figure 1-A illustrates the site location and the traffic analysis study area. In general, the study area shall include any intersection of Collector or higher classification street with another Collector roadway or higher classification street, at which the proposed project will add 50 or more peak hour trips, not exceeding a 5-mile radius from the project site. Pursuant to the attached scoping agreement (see Appendix A ) and discussions with City of Murrieta staff, the study area includes the following existing intersections: ID STUDY AREA INTERSECTIONS 1 Via Princesa (NS) / Clearbrook Dr. (EW) 2 Via Princesa (NS) / Murrieta Hot Springs Road (EW) 3 Project Driveway 1 (NS) / Clearbrook Dr. (EW) Future Roadway 4 Project Driveway 2 (NS) / Murrieta Hot Springs Road (EW) Future Roadway NOTE: NS = North-South Roadway; EW = East-West Roadway C. Development Project Identification 1. Project Size and Description The Murrieta Apartments Site is proposed to be developed with approximately 112 apartment dwelling units. It is anticipated that the project will be built by Existing Land Use The project site is currently vacant. Adjacent uses include the following: North Residential South Vacant East Residential West Synagogue 3. Proposed Land Use Proposed Land Use: Apartments MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 3

11 4. Site Plan of Proposed Project Figure 1-B illustrates the conceptual land use plan. The project is proposed to have one full access point along Clearbrook Drive and one restricted right-in/right-out/leftin access point along Murrieta Hot Springs Road. In addition, the project is proposed to have a dedicated eastbound left turn lane and a westbound right turn lane along Murrieta Hot Springs Road. 5. Proposed Project Opening Year The proposed project is anticipated to be completed in Future traffic analysis has been based upon one year of background (ambient) growth, at 2% per year, along with traffic generated by other future developments in the surrounding area. The total ambient growth rate is 2% for 2013 conditions. 6. Proposed Project Phasing The project is expected to be completed in a single phase. Therefore, all traffic recommendations included in this report have not been separated into different development phases. MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 4

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13 2.0 AREA CONDITIONS A. Study Area and Intersections In general, the minimum area to be studied shall include any intersection of Collector or higher classification street, with Collector or higher classification streets, at which the proposed project will add 50 or more peak hour trips, not exceeding a 5-mile radius from the project site. The City of Murrieta Engineering Department may require deviation from these requirements based on area conditions. The study area includes the following existing intersections (shown previously on Figure 1-A): ID STUDY AREA INTERSECTIONS 1 Via Princesa (NS) / Clearbrook Dr. (EW) 2 Via Princesa (NS) / Murrieta Hot Springs Road (EW) 3 Project Driveway 1 (NS) / Clearbrook Dr. (EW) Future Roadway 4 Project Driveway 2 (NS) / Murrieta Hot Springs Road (EW) Future Roadway NOTE: NS = North-South Roadway; EW = East-West Roadway B. Existing Traffic Controls and Intersection Geometrics Figure 2-A identifies the existing roadway conditions for study area roadways. The existing intersection traffic controls and geometrics are identified. The site is bounded by Clearbrook Drive to the north and Murrieta Hot Springs Road to the south. C. Existing Traffic Volumes Existing intersection level of service calculations are based upon manual AM and PM peak hour turning movement counts made for Trames Solutions, Inc. in August Existing AM and PM peak hour intersection turning movements are shown on Figure 2-B. Existing daily count along Clearbrook Drive, east of Via Princesa is also shown in Figure 2-B. The traffic count worksheets are included in Appendix "B". D. Existing Delay and Level of Service The City of Murrieta has established Level of Service (LOS) D as the maximum allowable threshold for the intersection operations. Therefore, LOS E or F is considered unacceptable and requires improvements measures. MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 6

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16 Operations Analysis Methodology The City of Murrieta Engineering Department requires the use of the Transportation Research Board - Highway Capacity Manual (HCM), 2000 Update, or most recent release. Unsignalized intersections are analyzed using Chapter 17 of the Highway Capacity Manual. Signalized intersection Level of Service are analyzed using the Operational Method as described in Chapter 16, Section II. The results of the existing conditions intersection analysis are summarized in Table 2-1. The existing condition operations analysis worksheets are provided in Appendix "C". The study area intersections are currently operating at an acceptable level of service (LOS D or better) during the peak hours with the existing geometry and traffic controls: E. Transit Service The Riverside Transit Agency (RTA) Route 23 passes by Murrieta Hot Springs Road adjacent to the site. MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 9

17 TABLE 2-1 INTERSECTION ANALYSIS FOR EXISTING CONDITIONS ID Intersection Intersection Approach Lanes 2 DELAY 3 LEVEL OF Traffic Northbound Southbound Eastbound Westbound (SECS.) SERVICE Control 1 L T R L T R L T R L T R AM PM AM PM 1 Via Princesa/Clearbrook Dr. CSS ! B B 2 Via Princesa/Murrieta Hot Springs Rd. TS B C CSS = Cross Street Stop; TS = Traffic Signal When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; 1! = Shared Left-Through-Right Lane Delay and level of service calculated using the following analysis software: Synchro 8.0, build 801, revision 563 C:\TRAMES\ \Excel\0070_0001-Report 02/2-1 10

18 3.0 PROJECTED FUTURE TRAFFIC This section of the report quantifies the number of trips generated by the proposed project and other known developments in the area. A. Project Traffic 1. Ambient Growth Rate Some traffic volume increases on roadways can be attributed to vehicles originating outside of the study area. These types of trips either end up within the study area or pass-through onto an outside destination. Therefore, to account for these trips (termed ambient growth ), a growth rate can be applied to existing traffic volumes. A 2% ambient growth rate that has been used in this study to account for traffic not attributed to the project or other planned developments within the study area. The City of Murrieta Transportation Department staff has previously reviewed and approved this rate. 2. Project Trip Generation Trip generation represents the amount of traffic which is attracted and produced by a development. The trip generation for the project is based upon the specific land use which has been planned for this development. For the purpose of this analysis, the following land use assumption is evaluated: 112 apartment dwelling units Trip generation rates for the proposed development are shown in Table 3-1. The trip generation rates are based upon data collected by the Institute of Transportation Engineers (ITE). The daily and peak hour trip generations for the proposed project are shown on Table 3-2. The proposed development is projected to generate a total of approximately 745 trip-ends per day with 57 vehicles per hour during the AM peak hour and 70 vehicles per hour during the PM peak hour. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 11

19 TABLE 3-1 PROJECT TRIP GENERATION RATES 1 PEAK HOUR TRIP RATES ITE AM PM LAND USE CODE QUANTITY UNITS 2 IN OUT TOTAL IN OUT TOTAL DAILY Apartment OCCUPIED DU Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, DU = Dwelling Units C:\TRAMES\ \Excel\0070_0001-Report 02/3-1 12

20 TABLE 3-2 PROJECT TRIP GENERATION SUMMARY PEAK HOUR AM PM LAND USE QUANTITY UNITS 1 IN OUT TOTAL IN OUT TOTAL DAILY Apartment 112 OCCUPIED DU TOTAL DU = Dwelling Units C:\TRAMES\ \Excel\0070_0001-Report 02/3-2 13

21 3. Project Trip Distribution and Assignment Trip distribution represents the directional orientation of traffic to and from the project site. The project s trip distribution patterns are based on the proximity of the residential units to the proposed driveway locations, the surrounding trip attractors (employment bases, commercial opportunities, schools, recreation centers, etc.), and the regional freeway interchanges. The trip distribution pattern for the project is illustrated on Figure 3-A. 4. Other Trip Generation Factors The project consists of residential units that do not generate a significant amount of pass-by trips. Furthermore, it is unlikely that trips will be reduced to/from the site by non-motorized modes of travel due to the lack of; 1) convenient transit opportunities, 2) bike lanes, and 3) pedestrian trails. 5. Project Peak Hour Turning Movement Traffic The assignment of traffic from the site to the adjoining roadway system has been based upon the site's trip generation, trip distribution, proposed arterial highway and local street systems, which would be in place by the time of initial occupancy of the site. Based on the identified project traffic generation and distribution, project peak hour intersection traffic volumes and average daily traffic (ADT) volumes are shown on Figure 3-B. B. Cumulative Traffic (Background) 1. Ambient Growth Rates To assess existing plus ambient plus cumulative plus project traffic conditions, project traffic is combined with existing traffic, area-wide growth and other future developments which are approved or being processed concurrently in the study area. Developments which are being processed concurrently in the study area have been provided by City staff. 2. Other Approved or Proposed Development Projects The cumulative developments have been included along with the land use associated with each project. The location of the cumulative projects provided by the City are shown on Figure 3-C. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 14

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25 3. Other Approved Projects Trip Generation For cumulative projects, ITE Trip Generation Rates (8 th Edition) were used. Table 3-3 presents the cumulative trip generation rates. Table 3-4 presents the cumulative development land uses and trip generation summary. As presented in Table 3-4 Cumulative developments are projected to generate a total of approximately 70 vehicle trips per hour during the PM peak hour. 4. Other Approved Development Trip Distribution and Assignments Figure 3-C contains the directional distribution and assignment of the cumulative development traffic. 5. Total Background Peak Hour Turning Movement Volumes Based on the identified trip distribution for the cumulative development on arterial highways throughout the study area, cumulative development PM peak hour intersection turning movement volumes are shown on Figures 3-D. Existing plus Ambient plus Project (E+A+P) AM and PM peak hour intersection turning movement volumes are shown on Figures 3-E. Existing plus Ambient plus Project plus Cumulative (E+A+P+C) AM and PM peak hour intersection turning movement volumes are shown on Figures 3-F. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 18

26 TABLE 3-3 CUMULATIVE TRIP GENERATION RATES 1 PEAK HOUR TRIP RATES ITE AM PM LAND USE CODE QUANTITY UNITS 2 IN OUT TOTAL IN OUT TOTAL Automated Car Wash TSF Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, DU = Dwelling Units 3 -- = Nominal amount of trips C:\TRAMES\ \Excel\0070_0001-Report 02/3-3 19

27 TABLE 3-4 AM PM PROJECT NAME LAND USE QUANTITY UNITS 1 IN OUT TOTAL IN OUT TOTAL Fast 5 Xpress Car Wash (Southeast corner of MHSR/Jackson) Automated Car Wash 5 TSF TOTAL 1 DU = Dwelling Units 2 -- = Nominal amount of trips CUMULATIVE TRIP GENERATION SUMMARY PEAK HOUR C:\TRAMES\ \Excel\0070_0001-Report 02/3-4 20

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31 4.0 TRAFFIC ANALYSIS Peak hour intersection analysis has been performed at the study area intersections for each of the project scenarios and for projected future conditions. Improvements are recommended to satisfy the level of service requirements of the City of Murrieta and if the following impacts are identified: 1) When existing traffic conditions (Analysis Scenario 1) exceed the General Plan target LOS. 2) When project traffic, when added to existing traffic (Analysis Scenario 2), will deteriorate the LOS to below the target LOS, and impacts cannot be mitigated through project conditions of approval. 3) When cumulative traffic (Analysis Scenario 3) exceeds the target LOS, and impacts cannot be mitigated through existing infrastructure funding mechanisms. It is important to note that the General Plan allows the City Council to approve development projects even in instances where the target LOS is exceeded, if the project has overriding benefits. Examples include projects that provide jobs in a local area, projects that provide needed transportation improvements that otherwise would not be constructed, projects that provide habitat conservations, projects that implement nonmotorized transportation systems, or projects that provide some unique benefits to the City which outweigh the traffic impacts. These projects are required to mitigate traffic impacts to the extent that it is economically feasible as determined by the Engineering Department, based on a value engineering analysis. Projects that have a significant traffic impact and require a finding of overriding benefits may be required to prepare an Environmental Impact Report. The need to prepare an EIR shall be determined through consultation between the Engineering Department, Planning Department, and the City Attorney. A. Delay and Level of Service for Existing with Project Conditions Intersection levels of service for the E+A+P traffic conditions are shown in Table 4-1. Table 4-1 shows HCM calculations based on the geometrics at the study area intersections. The operation analysis worksheets for E+A+P traffic conditions are provided in Appendix D. For E+A+P traffic conditions, the study area intersections are projected to operate at an acceptable levels of service during the peak hours with existing geometry. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 24

32 TABLE 4-1 INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS Intersection Approach Lanes 2 DELAY 3 LEVEL OF Traffic Northbound Southbound Eastbound Westbound (SECS.) SERVICE ID Intersection Control 1 L T R L T R L T R L T R AM PM AM PM 1 Via Princesa/Clearbrook Dr. CSS ! B B 2 Via Princesa/Murrieta Hot Springs Rd. TS B C 3 Project Dwy. 1/Clearbrook Dr. CSS 0 1! B B 4 Project Dwy. 2/Murrieta Hot Springs Rd. CSS B B CSS = Cross Street Stop; TS = Traffic Signal When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; 1! = Shared Left-Through-Right Lane; 1 = Project Proposed Improvement Delay and level of service calculated using the following analysis software: Synchro 8.0, build 801, revision 563 C:\TRAMES\ \Excel\0070_0001-Report 02/4-1 25

33 B. Delay and Level of Service Analysis Under Cumulative With Project Conditions Intersection levels of service for the E+A+P+C traffic conditions are shown in Table 4-2. Table 4-2 shows HCM calculations based on the geometrics at the study area intersections. The operation analysis worksheets for E+A+P+C traffic conditions are provided in Appendix E. For E+A+P+C traffic conditions, the study area intersections are projected to continue to operate at an acceptable levels of service during the peak hours with existing geometry. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 26

34 TABLE 4-2 INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS ID Intersection Intersection Approach Lanes 2 DELAY 3 LEVEL OF Traffic Northbound Southbound Eastbound Westbound (SECS.) SERVICE Control 1 L T R L T R L T R L T R AM PM AM PM 1 Via Princesa/Clearbrook Dr. CSS ! B B 2 Via Princesa/Murrieta Hot Springs Rd. TS B C 3 Project Dwy. 1/Clearbrook Dr. CSS 0 1! B B 4 Project Dwy. 2/Murrieta Hot Springs Rd. CSS B B CSS = Cross Street Stop; TS = Traffic Signal When a right turn is designated, the lane can either be striped or unstriped. To function as a right turn lane there must be sufficient width for right turning vehicles to travel outside the through lanes. L = Left; T = Through; R = Right; 1! = Shared Left-Through-Right Lane; 1 = Project Proposed Improvement Delay and level of service calculated using the following analysis software: Synchro 8.0, build 801, revision 563 C:\TRAMES\ \Excel\0070_0001-Report 02/4-2 27

35 5.0 FINDINGS AND RECOMMENDATIONS A. Traffic Impacts and Level of Service Analysis 1. Existing Conditions For Existing traffic conditions, the study area intersections are currently operating at an acceptable level of service during the peak hours with existing geometry. 2. Existing + Ambient + Project Conditions For E+A+P traffic conditions, the study area intersections are projected to operate at an acceptable levels of service during the peak hours with existing geometry. 3. Existing + Ambient + Project + Cumulative Conditions For E+A+P+C traffic conditions, the study area intersections are projected to operate at an acceptable levels of service during the peak hours with existing geometry. B. Circulation Recommendations 1. On-Site Figure 5-A illustrates the on-site recommended roadway and intersection lane improvements. Construction of on-site improvements shall occur in conjunction with adjacent project development activity or as needed for project access purposes. The recommended on-site roadway improvements are described below. Provide stop sign control at the project driveways. Provide a dedicated eastbound left turn lane (approximately 100 ft. turn pocket length) at Driveway 2 and Murrieta Hot Springs Road. Provide a dedicated westbound right turn lane (approximately 100 ft. turn pocket length) at Driveway 2 and Murrieta Hot Springs Road. On-site traffic signing and striping should be implemented in conjunction with detailed construction plans for the project. Verify that minimum sight distance is provided at the project access points. MURRIETA APARTMENTS TRAFFIC IMPACT STUDY CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN _REPORT) 28

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38 APPENDIX A SCOPING AGREEMENT

39 SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY This letter acknowledges the City of Murrieta Transportation Department requirements for the traffic impact analysis of the following project. Case No. Related Cases - SP No. EIR No. GPA No. CZ No. Project Name: Project Address: Project Description: n/a n/a n/a n/a Murrieta Apartments East of Via Princessa and north of Murrieta Hot Springs Road 120 Multi Family Residential Dwelling Units Consultant Name: Trames Solutions, Inc. Address: Scott Sato 100 E. San Marcos Blvd., Ste. 400 San Marcos, CA Phone No: (760) Date: 11/29/2011 A. Trip Generation Source: Developer Tierra Rey Developments 2100 Main Street Irvine, CA ITE 8th Edition (See Tables 1 & 2) Proposed Land Use: MFDU Existing Zoning: Previous Land Use: Proposed Zoning: Vacant In Out Total In Out Total AM Trips PM Trips Internal Trip Allowance No ( 0 % Trip Discount) Pass-By Trip Allowance No ( 0 % Trip Discount) B. Trip Geographic Distribution: (See attached exhibit for detailed assignment). See Figure C N 10% S 0% E 30% W 60% C. Background Traffic Project Build-out Year 2013 Annual Ambient Growth Rate: 2.0 % Other projects to be analyzed: Model/Forecast methodology: To be provided by the City of Murrieta D. Study Intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments form other agencies). See Figure A 1 Via Princesa (NS)/ Clearbrook Dr. (EW) 6 2 Via Princesa (NS)/ Murrieta Hot Springs Rd. (EW) 7 3 All Project Access Driveways E. Study Roadway Segments: C:\TRAMES\0070\Excel\0070_0001_Scoping_Agreement\Scope A-1

40 F. Other Jurisdictional Impacts Is this project within a City's Sphere of influence or one mile radius of City boundaries? Yes If so, name of City jurisdiction: Riverside County G. Site Plan See Figure B H. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by Transportation Department) Existing Existing+Ambient Growth+Project Existing+Ambient Growth+Project+Cumulative Recommended by: Approved By: 8/15/12 Consultant's Representative Date City of Murrieta Transportation Department Date Department - Traffic Staff C:\TRAMES\0070\Excel\0070_0001_Scoping_Agreement\Scope A-2

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44 TABLE 1 PROJECT TRIP GENERATION RATES 1 PEAK HOUR TRIP RATES ITE AM PM 3 LAND USE CODE QUANTITY UNITS 2 IN OUT TOTAL IN OUT TOTAL DAILY Apartment OCCUPIED DU Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, DU = Dwelling Units Murrieta Apartments Traffic Impact Study (C:\TRAMES\0070\Excel\0070_0001-TG\1) A-6

45 TABLE 2 PROJECT TRIP GENERATION SUMMARY PEAK HOUR AM PM LAND USE QUANTITY UNITS 1 IN OUT TOTAL IN OUT TOTAL DAILY Apartment 120 OCCUPIED DU TOTAL DU = Dwelling Units Murrieta Apartments Traffic Impact Study (C:\TRAMES\0070\Excel\0070_0001-TG\2) A-7

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47 APPENDIX B TRAFFIC COUNT WORKSHEETS

48 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBAM Site Code : Start Date : 8/30/2012 Page No : 1 Groups Printed- Total Volume Via Princessa Southbound Clearbrook Drive Westbound Via Princessa Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM :15 AM :30 AM :45 AM Total :00 AM :15 AM :30 AM :45 AM Total Grand Total Apprch % Total % Via Princessa Southbound Clearbrook Drive Westbound Via Princessa Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF B-1

49 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBAM Site Code : Start Date : 8/30/2012 Page No : 2 Via Princessa Out In Total Thru 8 Left Peak Hour Data Peak Hour Begins at 07:00 AM Total Volume North Right 2 Left 191 Out In Total Clearbrook Drive Thru 10 Right Out In Total Via Princessa Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 08:00 AM 07:15 AM +0 mins mins mins mins Total Volume % App. Total PHF B-2

50 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBPM Site Code : Start Date : 9/5/2012 Page No : 1 Groups Printed- Total Volume Via Princessa Southbound Clearbrook Drive Westbound Via Princessa Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Via Princessa Southbound Clearbrook Drive Westbound Via Princessa Northbound Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM :45 PM :00 PM :15 PM Total Volume % App. Total PHF B-3

51 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBPM Site Code : Start Date : 9/5/2012 Page No : 2 Via Princessa Out In Total Thru 7 Left Peak Hour Data Peak Hour Begins at 04:30 PM Total Volume North Right 4 Left 149 Out In Total Clearbrook Drive Thru 79 Right Out In Total Via Princessa Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 04:30 PM +0 mins mins mins mins Total Volume % App. Total PHF B-4

52 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSAM Site Code : Start Date : 8/30/2012 Page No : 1 Groups Printed- Total Volume Via Princessa Southbound Murrieta Hot Springs Road Westbound Via Princessa Northbound Murrieta Hot Springs Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM :15 AM :30 AM :45 AM Total :00 AM :15 AM :30 AM :45 AM Total Grand Total Apprch % Total % Via Princessa Southbound Murrieta Hot Springs Road Westbound Via Princessa Northbound Murrieta Hot Springs Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM :15 AM :30 AM :45 AM Total Volume % App. Total PHF B-5

53 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSAM Site Code : Start Date : 8/30/2012 Page No : 2 Via Princessa Out In Total Right 18 Thru 20 Left Peak Hour Data Murrieta Hot Springs Road Out In Total Left 843 Thru 42 Right Peak Hour Begins at 08:00 AM Total Volume North Right Thru Left Out In Total Murrieta Hot Springs Road Left 79 Thru 8 Right Out In Total Via Princessa Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:00 AM 07:15 AM 07:45 AM +0 mins mins mins mins Total Volume % App. Total PHF B-6

54 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSPM Site Code : Start Date : 9/5/2012 Page No : 1 Groups Printed- Total Volume Via Princessa Southbound Murrieta Hot Springs Road Westbound Via Princessa Northbound Murrieta Hot Springs Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Via Princessa Southbound Murrieta Hot Springs Road Westbound Via Princessa Northbound Murrieta Hot Springs Road Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM :45 PM :00 PM :15 PM Total Volume % App. Total PHF B-7

55 Counts Unlimited, Inc. PO Box 1178 Corona, CA (951) City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSPM Site Code : Start Date : 9/5/2012 Page No : 2 Via Princessa Out In Total Right 15 Thru 26 Left Peak Hour Data Murrieta Hot Springs Road Out In Total Left 1360 Thru 62 Right Peak Hour Begins at 04:30 PM Total Volume North Right Thru Left Out In Total Murrieta Hot Springs Road Left 77 Thru 16 Right Out In Total Via Princessa Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:15 PM 04:45 PM 05:00 PM 04:30 PM +0 mins mins mins mins Total Volume % App. Total PHF B-8

56 City of Murrieta Clearbrook Drive E/ Via Princesa 24 Hour Directional Volume Count 06-Sep- Start Counts Unlimited, Inc PO Box 1178 Corona, CA (951) Page 1 MURCLEVP Site Code: Date Start: 06-Sep-12 Date End: 06-Sep-12 Eastbound Hour Totals Westbound Hour Totals Combined Totals 12 Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12: : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Total Combined Total AM Peak 07:00 06:30 Vol P.H.F PM Peak 04:45 04:30 Vol P.H.F Percentag e ADT/AAD T 22.6% 77.4% 48.4% 51.6% ADT 4,621 AADT 4,621 B-9

57 THIS PAGE IS LEFT INTENTIONALLY BLANK B-10

58 APPENDIX C EXISTING CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS

59

60 HCM Unsignalized Intersection Capacity Analysis Existing (2012) AM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 5.9 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\01 Existing AM.syn Trames Solutions, Inc. Synchro 8 Report C-1

61 HCM Signalized Intersection Capacity Analysis Existing (2012) AM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c c v/s Ratio Perm 0.02 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E B A E B D D D D D Approach Delay (s) Approach LOS B B D D Intersection Summary HCM Average Control Delay 19.0 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) Sum of lost time (s) 12.0 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\01 Existing AM.syn Trames Solutions, Inc. Synchro 8 Report C-2

62 HCM Unsignalized Intersection Capacity Analysis Existing (2012) PM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\01 Existing PM.syn Trames Solutions, Inc. Synchro 8 Report C-3

63 HCM Signalized Intersection Capacity Analysis Existing (2012) PM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.16 c v/s Ratio Perm 0.03 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E A A E B D D D D D Approach Delay (s) Approach LOS B C D D Intersection Summary HCM Average Control Delay 21.5 HCM Level of Service C HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) Sum of lost time (s) 8.0 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\01 Existing PM.syn Trames Solutions, Inc. Synchro 8 Report C-4

64 APPENDIX D EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS

65

66 HCM Unsignalized Intersection Capacity Analysis EAP (2013) AM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-1

67 HCM Signalized Intersection Capacity Analysis EAP (2013) AM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c c v/s Ratio Perm 0.02 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E B A E B D D D D D Approach Delay (s) Approach LOS B B D D Intersection Summary HCM Average Control Delay 19.7 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) Sum of lost time (s) 12.0 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-2

68 HCM Unsignalized Intersection Capacity Analysis EAP (2013) AM Peak Hour 3: Driveway 1 (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-3

69 HCM Unsignalized Intersection Capacity Analysis EAP (2013) AM Peak Hour 4: Murrieta Hot Springs Rd. (EW) & Driveway 2 9/19/2012 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 806 px, platoon unblocked 0.88 vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-4

70 HCM Unsignalized Intersection Capacity Analysis EAP (2013) PM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-5

71 HCM Signalized Intersection Capacity Analysis EAP (2013) PM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.16 c v/s Ratio Perm 0.03 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E B A E B D D D D D Approach Delay (s) Approach LOS B C D D Intersection Summary HCM Average Control Delay 22.0 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-6

72 HCM Unsignalized Intersection Capacity Analysis EAP (2013) PM Peak Hour 3: Driveway 1 (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 23.0% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-7

73 HCM Unsignalized Intersection Capacity Analysis EAP (2013) PM Peak Hour 4: Murrieta Hot Springs Rd. (EW) & Driveway 2 9/19/2012 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 806 px, platoon unblocked 0.77 vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-8

74 APPENDIX E EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS

75

76 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) AM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-1

77 HCM Signalized Intersection Capacity Analysis EAPC (2013) AM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c c v/s Ratio Perm 0.02 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E B A E B D D D D D Approach Delay (s) Approach LOS B B D D Intersection Summary HCM Average Control Delay 19.7 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s) Sum of lost time (s) 12.0 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-2

78 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) AM Peak Hour 3: Driveway 1 (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-3

79 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) AM Peak Hour 4: Murrieta Hot Springs Rd. (EW) & Driveway 2 9/19/2012 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 806 px, platoon unblocked 0.88 vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-4

80 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) PM Peak Hour 1: Via Princesa (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 334 px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # WB 1 NB 1 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B A Approach Delay (s) Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 34.9% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-5

81 HCM Signalized Intersection Capacity Analysis EAPC (2013) PM Peak Hour 2: Via Princesa (NS) & Murrieta Hot Springs Rd. (EW) 9/19/2012 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak-hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/c Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot c0.16 c v/s Ratio Perm 0.03 c v/c Ratio Uniform Delay, d Progression Factor Incremental Delay, d Delay (s) Level of Service E B A E C D D D D D Approach Delay (s) Approach LOS B C D D Intersection Summary HCM Average Control Delay 22.1 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-6

82 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) PM Peak Hour 3: Driveway 1 (NS) & Clearbrook Dr. (EW) 9/19/2012 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 WB 1 NB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS A B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 23.0% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-7

83 HCM Unsignalized Intersection Capacity Analysis EAPC (2013) PM Peak Hour 4: Murrieta Hot Springs Rd. (EW) & Driveway 2 9/19/2012 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 806 px, platoon unblocked 0.77 vc, conflicting volume vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol tc, single (s) tc, 2 stage (s) tf (s) p0 queue free % cm capacity (veh/h) Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total Volume Left Volume Right csh Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS B B Approach Delay (s) Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 Murrieta Apartments Traffic Impact Study C:\TRAMES\ \SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-8

84 r! I 1 If l-1 '/ / (/) m ("). -. ~. -"'-l'". _I