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 92618 Prepared by: Scott Sato, P.E. 100 E. San Marcos Boulevard, Suite 400 San Marcos, CA 92069 TRAMES SOLUTIONS INC. (0070-0001-03)
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... 11 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... 24 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. (JN0070-0001-02_REPORT)
TABLE OF CONTENTS (Continued) SECTION PAGE 5.0 FINDINGS AND RECOMMENDATIONS... 28 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. (JN0070-0001-02_REPORT)
LIST OF FIGURES FIGURE PAGE 1-A LOCATION MAP... 2 1-B SITE PLAN... 5 2-A EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS... 7 2-B EXISTING (2012) TRAFFIC VOLUMES... 8 3-A PROJECT TRIP DISTRIBUTION... 15 3-B PROJECT ONLY TRAFFIC VOLUMES... 16 3-C CUMULATIVE DEVELOPMENT LOCATION MAP AND TRIP DISTRIBUTION... 17 3-D CUMULATIVE DEVELOPMENT PM PEAK HOUR INTERSECTION VOLUMES... 21 3-E EXISTING PLUS AMBIENT PLUS PROJECT PEAK HOUR INTERSECTION VOLUMES... 22 3-F EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE PEAK HOUR INTERSECTION VOLUMES... 23 5-A CIRCULATION RECOMMENDATIONS... 29 MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN0070-0001-02_REPORT)
LIST OF TABLES TABLE PAGE 2-1 INTERSECTION ANALYSIS FOR EXISTING CONDITIONS... 10 3-1 TRIP GENERATION RATES... 12 3-2 TRIP GENERATION SUMMARY... 13 3-3 CUMULATIVE DEVELOPMENT TRIP GENERATION RATES... 19 3-4 CUMULATIVE DEVELOPMENT TRIP GENERATION SUMMARY... 20 4-1 INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS... 25 4-2 INTERSECTION ANALYSIS FOR EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS... 27 MURRIETA APARTMENTS TRAFFIC IMPACT ANALYSIS CITY OF MURRIETA TRAMES SOLUTIONS, INC. (JN0070-0001-02_REPORT)
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. (JN0070-0001-02_REPORT)
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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. (JN0070-0001-02_REPORT) 1
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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 2013. 2. 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. (JN0070-0001-02_REPORT) 3
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 2013. 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. (JN0070-0001-02_REPORT) 4
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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 2012. 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. (JN0070-0001-02_REPORT) 6
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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. (JN0070-0001-02_REPORT) 9
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 0 1 0 0 1 0 0 0 0 0 1! 0 10.6 11.7 B B 2 Via Princesa/Murrieta Hot Springs Rd. TS 1 1 0 1 1 1 1 2 1 1 2 0 19.0 21.5 B C 1 2 3 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\0070-0001\Excel\0070_0001-Report 02/2-1 10
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. (JN0070-0001-02_REPORT) 11
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 220 112 OCCUPIED DU 0.10 0.41 0.51 0.4 0.22 0.62 6.65 1 Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, 2008. 2 DU = Dwelling Units C:\TRAMES\0070-0001\Excel\0070_0001-Report 02/3-1 12
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 11 46 57 45 25 70 745 TOTAL 11 46 57 45 25 70 745 1 DU = Dwelling Units C:\TRAMES\0070-0001\Excel\0070_0001-Report 02/3-2 13
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. (JN0070-0001-02_REPORT) 14
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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. (JN0070-0001-02_REPORT) 18
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 948 5 TSF -- 3 -- 3 -- 3 7.06 7.06 14.12 1 Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, 2008. 2 DU = Dwelling Units 3 -- = Nominal amount of trips C:\TRAMES\0070-0001\Excel\0070_0001-Report 02/3-3 19
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 -- 2 -- 2 -- 2 35 35 70 TOTAL 1 DU = Dwelling Units 2 -- = Nominal amount of trips CUMULATIVE TRIP GENERATION SUMMARY PEAK HOUR -- 2 -- 2 -- 2 35 35 70 C:\TRAMES\0070-0001\Excel\0070_0001-Report 02/3-4 20
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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. (JN0070-0001-02_REPORT) 24
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 0 1 0 0 1 0 0 0 0 0 1! 0 10.9 11.9 B B 2 Via Princesa/Murrieta Hot Springs Rd. TS 1 1 0 1 1 1 1 2 1 1 2 0 19.7 22.0 B C 3 Project Dwy. 1/Clearbrook Dr. CSS 0 1! 0 0 0 0 0 1 0 0 1 0 10.4 11.1 B B 4 Project Dwy. 2/Murrieta Hot Springs Rd. CSS 0 0 0 0 0 1 1 2 0 0 2 1 13.8 13.9 B B 1 2 3 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\0070-0001\Excel\0070_0001-Report 02/4-1 25
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. (JN0070-0001-02_REPORT) 26
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 0 1 0 0 1 0 0 0 0 0 1! 0 10.9 11.9 B B 2 Via Princesa/Murrieta Hot Springs Rd. TS 1 1 0 1 1 1 1 2 1 1 2 0 19.7 22.1 B C 3 Project Dwy. 1/Clearbrook Dr. CSS 0 1! 0 0 0 0 0 1 0 0 1 0 10.4 11.1 B B 4 Project Dwy. 2/Murrieta Hot Springs Rd. CSS 0 0 0 0 0 1 1 2 0 0 2 1 13.8 14.0 B B 1 2 3 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\0070-0001\Excel\0070_0001-Report 02/4-2 27
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. (JN0070-0001-02_REPORT) 28
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APPENDIX A SCOPING AGREEMENT
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 92069 Phone No: (760) 291-1400 Date: 11/29/2011 A. Trip Generation Source: Developer Tierra Rey Developments 2100 Main Street Irvine, CA 92614 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 12 49 61 - PM Trips 48 26 74 - 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 8 4 9 5 10 E. Study Roadway Segments: 1 3 2 4 C:\TRAMES\0070\Excel\0070_0001_Scoping_Agreement\Scope A-1
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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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 220 120 OCCUPIED DU 0.1 0.41 0.51 0.4 0.22 0.62 6.65 1 Source: ITE (Institute of Transportation Engineers) Trip Generation Manual, 8th Edition, 2008. 2 DU = Dwelling Units Murrieta Apartments Traffic Impact Study (C:\TRAMES\0070\Excel\0070_0001-TG\1) A-6
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 12 49 61 48 26 74 798 TOTAL 12 49 61 48 26 74 798 1 DU = Dwelling Units Murrieta Apartments Traffic Impact Study (C:\TRAMES\0070\Excel\0070_0001-TG\2) A-7
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APPENDIX B TRAFFIC COUNT WORKSHEETS
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBAM Site Code : 00000066 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 2 8 10 62 0 62 3 26 29 101 07:15 AM 2 7 9 40 0 40 3 36 39 88 07:30 AM 2 12 14 39 1 40 2 27 29 83 07:45 AM 2 11 13 50 1 51 2 18 20 84 Total 8 38 46 191 2 193 10 107 117 356 08:00 AM 1 11 12 47 0 47 9 22 31 90 08:15 AM 1 13 14 47 1 48 8 19 27 89 08:30 AM 0 13 13 43 0 43 9 22 31 87 08:45 AM 0 7 7 54 2 56 5 20 25 88 Total 2 44 46 191 3 194 31 83 114 354 Grand Total 10 82 92 382 5 387 41 190 231 710 Apprch % 10.9 89.1 98.7 1.3 17.7 82.3 Total % 1.4 11.5 13 53.8 0.7 54.5 5.8 26.8 32.5 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 2 8 10 62 0 62 3 26 29 101 07:15 AM 2 7 9 40 0 40 3 36 39 88 07:30 AM 2 12 14 39 1 40 2 27 29 83 07:45 AM 2 11 13 50 1 51 2 18 20 84 Total Volume 8 38 46 191 2 193 10 107 117 356 % App. Total 17.4 82.6 99 1 8.5 91.5 PHF 1.00.792.821.770.500.778.833.743.750.881 B-1
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBAM Site Code : 00000066 Start Date : 8/30/2012 Page No : 2 Via Princessa Out In Total 12 46 58 38 Thru 8 Left Peak Hour Data Peak Hour Begins at 07:00 AM Total Volume North Right 2 Left 191 Out In Total 115 193 308 Clearbrook Drive Thru 10 Right 107 229 117 346 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. 2 12 14 47 0 47 3 36 39 +15 mins. 2 11 13 47 1 48 2 27 29 +30 mins. 1 11 12 43 0 43 2 18 20 +45 mins. 1 13 14 54 2 56 9 22 31 Total Volume 6 47 53 191 3 194 16 103 119 % App. Total 11.3 88.7 98.5 1.5 13.4 86.6 PHF.750.904.946.884.375.866.444.715.763 B-2
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBPM Site Code : 00000066 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 1 9 10 34 2 36 18 48 66 112 04:15 PM 1 14 15 37 0 37 15 54 69 121 04:30 PM 2 17 19 35 1 36 25 62 87 142 04:45 PM 1 11 12 43 2 45 20 45 65 122 Total 5 51 56 149 5 154 78 209 287 497 05:00 PM 3 13 16 34 1 35 17 56 73 124 05:15 PM 1 10 11 37 0 37 17 67 84 132 05:30 PM 2 7 9 39 2 41 17 70 87 137 05:45 PM 5 9 14 35 0 35 14 41 55 104 Total 11 39 50 145 3 148 65 234 299 497 Grand Total 16 90 106 294 8 302 143 443 586 994 Apprch % 15.1 84.9 97.4 2.6 24.4 75.6 Total % 1.6 9.1 10.7 29.6 0.8 30.4 14.4 44.6 59 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 2 17 19 35 1 36 25 62 87 142 04:45 PM 1 11 12 43 2 45 20 45 65 122 05:00 PM 3 13 16 34 1 35 17 56 73 124 05:15 PM 1 10 11 37 0 37 17 67 84 132 Total Volume 7 51 58 149 4 153 79 230 309 520 % App. Total 12.1 87.9 97.4 2.6 25.6 74.4 PHF.583.750.763.866.500.850.790.858.888.915 B-3
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Clearbrook Drive Weather: Clear File Name : MURVPCBPM Site Code : 00000066 Start Date : 9/5/2012 Page No : 2 Via Princessa Out In Total 83 58 141 51 Thru 7 Left Peak Hour Data Peak Hour Begins at 04:30 PM Total Volume North Right 4 Left 149 Out In Total 237 153 390 Clearbrook Drive Thru 79 Right 230 200 309 509 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. 1 14 15 43 2 45 25 62 87 +15 mins. 2 17 19 34 1 35 20 45 65 +30 mins. 1 11 12 37 0 37 17 56 73 +45 mins. 3 13 16 39 2 41 17 67 84 Total Volume 7 55 62 153 5 158 79 230 309 % App. Total 11.3 88.7 96.8 3.2 25.6 74.4 PHF.583.809.816.890.625.878.790.858.888 B-4
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSAM Site Code : 00000035 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 5 0 63 68 3 284 2 289 21 1 2 24 28 148 4 180 561 07:15 AM 5 2 43 50 7 258 3 268 19 0 6 25 39 199 4 242 585 07:30 AM 4 3 41 48 6 278 2 286 18 1 4 23 28 187 9 224 581 07:45 AM 7 4 51 62 6 279 2 287 20 0 2 22 12 216 8 236 607 Total 21 9 198 228 22 1099 9 1130 78 2 14 94 107 750 25 882 2334 08:00 AM 6 2 49 57 6 238 8 252 43 1 3 47 24 209 8 241 597 08:15 AM 5 2 51 58 10 255 5 270 10 3 4 17 19 212 15 246 591 08:30 AM 5 7 44 56 9 250 4 263 15 4 4 23 26 230 7 263 605 08:45 AM 4 7 47 58 17 307 2 326 11 0 3 14 22 192 12 226 624 Total 20 18 191 229 42 1050 19 1111 79 8 14 101 91 843 42 976 2417 Grand Total 41 27 389 457 64 2149 28 2241 157 10 28 195 198 1593 67 1858 4751 Apprch % 9 5.9 85.1 2.9 95.9 1.2 80.5 5.1 14.4 10.7 85.7 3.6 Total % 0.9 0.6 8.2 9.6 1.3 45.2 0.6 47.2 3.3 0.2 0.6 4.1 4.2 33.5 1.4 39.1 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 6 2 49 57 6 238 8 252 43 1 3 47 24 209 8 241 597 08:15 AM 5 2 51 58 10 255 5 270 10 3 4 17 19 212 15 246 591 08:30 AM 5 7 44 56 9 250 4 263 15 4 4 23 26 230 7 263 605 08:45 AM 4 7 47 58 17 307 2 326 11 0 3 14 22 192 12 226 624 Total Volume 20 18 191 229 42 1050 19 1111 79 8 14 101 91 843 42 976 2417 % App. Total 8.7 7.9 83.4 3.8 94.5 1.7 78.2 7.9 13.9 9.3 86.4 4.3 PHF.833.643.936.987.618.855.594.852.459.500.875.537.875.916.700.928.968 B-5
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSAM Site Code : 00000035 Start Date : 8/30/2012 Page No : 2 Via Princessa Out In Total 118 229 347 191 Right 18 Thru 20 Left Peak Hour Data Murrieta Hot Springs Road Out In Total 1320 976 2296 91 Left 843 Thru 42 Right Peak Hour Begins at 08:00 AM Total Volume North 19 1050 42 Right Thru Left Out In Total 877 1111 1988 Murrieta Hot Springs Road Left 79 Thru 8 Right 14 102 101 203 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. 7 4 51 62 3 284 2 289 19 0 6 25 12 216 8 236 +15 mins. 6 2 49 57 7 258 3 268 18 1 4 23 24 209 8 241 +30 mins. 5 2 51 58 6 278 2 286 20 0 2 22 19 212 15 246 +45 mins. 5 7 44 56 6 279 2 287 43 1 3 47 26 230 7 263 Total Volume 23 15 195 233 22 1099 9 1130 100 2 15 117 81 867 38 986 % App. Total 9.9 6.4 83.7 1.9 97.3 0.8 85.5 1.7 12.8 8.2 87.9 3.9 PHF.821.536.956.940.786.967.750.978.581.500.625.622.779.942.633.937 B-6
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSPM Site Code : 00000035 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 5 2 35 42 17 268 11 296 16 2 9 27 53 330 7 390 755 04:15 PM 7 3 44 54 7 231 8 246 15 3 4 22 60 319 14 393 715 04:30 PM 8 2 39 49 5 281 5 291 18 4 5 27 79 320 17 416 783 04:45 PM 9 7 38 54 18 270 7 295 22 3 6 31 55 321 17 393 773 Total 29 14 156 199 47 1050 31 1128 71 12 24 107 247 1290 55 1592 3026 05:00 PM 4 3 42 49 13 286 10 309 13 4 8 25 60 357 12 429 812 05:15 PM 5 3 37 45 11 246 4 261 24 5 10 39 76 362 16 454 799 05:30 PM 5 5 35 45 14 282 14 310 12 2 8 22 71 304 12 387 764 05:45 PM 6 6 36 48 16 221 4 241 29 3 11 43 51 307 8 366 698 Total 20 17 150 187 54 1035 32 1121 78 14 37 129 258 1330 48 1636 3073 Grand Total 49 31 306 386 101 2085 63 2249 149 26 61 236 505 2620 103 3228 6099 Apprch % 12.7 8 79.3 4.5 92.7 2.8 63.1 11 25.8 15.6 81.2 3.2 Total % 0.8 0.5 5 6.3 1.7 34.2 1 36.9 2.4 0.4 1 3.9 8.3 43 1.7 52.9 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 8 2 39 49 5 281 5 291 18 4 5 27 79 320 17 416 783 04:45 PM 9 7 38 54 18 270 7 295 22 3 6 31 55 321 17 393 773 05:00 PM 4 3 42 49 13 286 10 309 13 4 8 25 60 357 12 429 812 05:15 PM 5 3 37 45 11 246 4 261 24 5 10 39 76 362 16 454 799 Total Volume 26 15 156 197 47 1083 26 1156 77 16 29 122 270 1360 62 1692 3167 % App. Total 13.2 7.6 79.2 4.1 93.7 2.2 63.1 13.1 23.8 16 80.4 3.7 PHF.722.536.929.912.653.947.650.935.802.800.725.782.854.939.912.932.975 B-7
Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 City of Murrieta N/S: Via Princessa E/W: Murrieta Hot Springs Road Weather: Clear File Name : MURVPMHSPM Site Code : 00000035 Start Date : 9/5/2012 Page No : 2 Via Princessa Out In Total 312 197 509 156 Right 15 Thru 26 Left Peak Hour Data Murrieta Hot Springs Road Out In Total 1316 1692 3008 270 Left 1360 Thru 62 Right Peak Hour Begins at 04:30 PM Total Volume North 26 1083 47 Right Thru Left Out In Total 1415 1156 2571 Murrieta Hot Springs Road Left 77 Thru 16 Right 29 124 122 246 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. 7 3 44 54 18 270 7 295 13 4 8 25 79 320 17 416 +15 mins. 8 2 39 49 13 286 10 309 24 5 10 39 55 321 17 393 +30 mins. 9 7 38 54 11 246 4 261 12 2 8 22 60 357 12 429 +45 mins. 4 3 42 49 14 282 14 310 29 3 11 43 76 362 16 454 Total Volume 28 15 163 206 56 1084 35 1175 78 14 37 129 270 1360 62 1692 % App. Total 13.6 7.3 79.1 4.8 92.3 3 60.5 10.9 28.7 16 80.4 3.7 PHF.778.536.926.954.778.948.625.948.672.700.841.750.854.939.912.932 B-8
City of Murrieta Clearbrook Drive E/ Via Princesa 24 Hour Directional Volume Count 06-Sep- Start Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 (951) 268-6268 Page 1 MURCLEVP Site Code: 201-12265 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 12:00 5 31 1 36 12:15 5 20 4 30 12:30 3 37 3 31 12:45 8 27 21 115 3 27 11 124 32 239 01:00 4 37 1 29 01:15 3 22 1 22 01:30 2 41 1 26 01:45 4 33 13 133 0 26 3 103 16 236 02:00 1 32 2 31 02:15 3 38 0 25 02:30 3 31 2 34 02:45 2 46 9 147 2 33 6 123 15 270 03:00 1 71 1 33 03:15 2 41 1 28 03:30 2 51 2 36 03:45 0 64 5 227 4 42 8 139 13 366 04:00 2 51 11 38 04:15 3 53 9 33 04:30 1 61 7 38 04:45 4 47 10 212 8 45 35 154 45 366 05:00 0 55 18 35 05:15 2 67 15 37 05:30 6 75 19 35 05:45 1 47 9 244 22 36 74 143 83 387 06:00 3 48 22 38 06:15 7 58 21 34 06:30 9 48 57 29 06:45 20 55 39 209 87 31 187 132 226 341 07:00 22 41 65 23 07:15 25 51 44 25 07:30 38 36 41 26 07:45 24 58 109 186 49 13 199 87 308 273 08:00 16 31 43 18 08:15 24 39 49 21 08:30 23 45 38 14 08:45 8 38 71 153 48 13 178 66 249 219 09:00 17 39 49 18 09:15 9 29 36 13 09:30 19 24 34 5 09:45 26 28 71 120 28 9 147 45 218 165 10:00 19 21 32 5 10:15 22 10 26 10 10:30 25 15 28 5 10:45 11 9 77 55 34 4 120 24 197 79 11:00 22 14 29 5 11:15 29 9 17 4 11:30 29 8 38 3 11:45 25 11 105 42 32 3 116 15 221 57 Total 539 1843 539 1843 1084 1155 1084 1155 1623 2998 Combined Total AM Peak 07:00 06:30 Vol. 109 253 P.H.F. 0.717 0.727 PM Peak 04:45 04:30 Vol. 244 155 P.H.F. 0.813 0.861 2382 2382 2239 2239 4621 Percentag e ADT/AAD T 22.6% 77.4% 48.4% 51.6% ADT 4,621 AADT 4,621 B-9
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APPENDIX C EXISTING CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS
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) 191 2 10 107 8 38 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 217 2 11 122 9 43 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 134 72 133 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 134 72 133 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 75 100 99 cm capacity (veh/h) 855 990 1452 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 219 133 52 Volume Left 217 0 9 Volume Right 2 122 0 csh 856 1700 1452 Volume to Capacity 0.26 0.08 0.01 Queue Length 95th (ft) 26 0 0 Control Delay (s) 10.6 0.0 1.3 Lane LOS B A Approach Delay (s) 10.6 0.0 1.3 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\0070-0001\SYNCHRO\01 Existing AM.syn Trames Solutions, Inc. Synchro 8 Report C-1
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) 91 843 42 42 1050 19 79 8 14 20 18 191 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3530 1770 1685 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.74 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3530 1388 1685 1384 1863 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 94 869 43 43 1082 20 81 8 14 21 19 197 RTOR Reduction (vph) 0 0 15 0 1 0 0 11 0 0 0 158 Lane Group Flow (vph) 94 869 28 43 1101 0 81 11 0 21 19 39 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 11.7 77.3 77.3 6.7 72.3 24.0 24.0 24.0 24.0 24.0 Effective Green, g (s) 11.7 77.3 77.3 6.7 72.3 24.0 24.0 24.0 24.0 24.0 Actuated g/c Ratio 0.10 0.64 0.64 0.06 0.60 0.20 0.20 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 173 2280 1020 99 2127 278 337 277 373 317 v/s Ratio Prot c0.05 0.25 0.02 c0.31 0.01 0.01 v/s Ratio Perm 0.02 c0.06 0.02 0.02 v/c Ratio 0.54 0.38 0.03 0.43 0.52 0.29 0.03 0.08 0.05 0.12 Uniform Delay, d1 51.6 10.1 7.7 54.8 13.8 40.8 38.6 39.0 38.8 39.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.5 0.0 3.0 0.9 2.6 0.2 0.5 0.3 0.8 Delay (s) 55.1 10.6 7.8 57.9 14.7 43.4 38.8 39.5 39.1 40.2 Level of Service E B A E B D D D D D Approach Delay (s) 14.6 16.3 42.4 40.0 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) 120.0 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\0070-0001\SYNCHRO\01 Existing AM.syn Trames Solutions, Inc. Synchro 8 Report C-2
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) 149 4 79 230 7 51 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 162 4 86 250 8 55 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 282 211 336 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 282 211 336 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 77 99 99 cm capacity (veh/h) 704 829 1223 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 166 336 63 Volume Left 162 0 8 Volume Right 4 250 0 csh 707 1700 1223 Volume to Capacity 0.24 0.20 0.01 Queue Length 95th (ft) 23 0 0 Control Delay (s) 11.7 0.0 1.0 Lane LOS B A Approach Delay (s) 11.7 0.0 1.0 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\0070-0001\SYNCHRO\01 Existing PM.syn Trames Solutions, Inc. Synchro 8 Report C-3
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) 270 1360 62 47 1083 26 77 16 29 26 15 156 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3527 1770 1681 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.73 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3527 1393 1681 1354 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 276 1388 63 48 1105 27 79 16 30 27 15 159 RTOR Reduction (vph) 0 0 19 0 1 0 0 26 0 0 0 135 Lane Group Flow (vph) 276 1388 44 48 1131 0 79 21 0 27 15 24 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 23.9 83.7 83.7 6.3 66.1 18.0 18.0 18.0 18.0 18.0 Effective Green, g (s) 23.9 83.7 83.7 6.3 66.1 18.0 18.0 18.0 18.0 18.0 Actuated g/c Ratio 0.20 0.70 0.70 0.05 0.55 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 353 2468 1104 93 1943 209 252 203 279 237 v/s Ratio Prot c0.16 c0.39 0.03 0.32 0.01 0.01 v/s Ratio Perm 0.03 c0.06 0.02 0.02 v/c Ratio 0.78 0.56 0.04 0.52 0.58 0.38 0.08 0.13 0.05 0.10 Uniform Delay, d1 45.6 9.0 5.6 55.4 17.8 46.0 43.9 44.2 43.7 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.7 0.9 0.1 4.8 1.3 5.1 0.6 1.4 0.4 0.8 Delay (s) 56.3 10.0 5.7 60.1 19.1 51.1 44.5 45.6 44.1 44.9 Level of Service E A A E B D D D D D Approach Delay (s) 17.2 20.8 48.7 44.9 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) 120.0 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\0070-0001\SYNCHRO\01 Existing PM.syn Trames Solutions, Inc. Synchro 8 Report C-4
APPENDIX D EXISTING PLUS AMBIENT PLUS PROJECT CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS
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) 214 2 10 110 8 39 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 243 2 11 125 9 44 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 136 74 136 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 136 74 136 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 71 100 99 cm capacity (veh/h) 852 988 1448 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 245 136 53 Volume Left 243 0 9 Volume Right 2 125 0 csh 853 1700 1448 Volume to Capacity 0.29 0.08 0.01 Queue Length 95th (ft) 30 0 0 Control Delay (s) 10.9 0.0 1.3 Lane LOS B A Approach Delay (s) 10.9 0.0 1.3 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\0070-0001\SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-1
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) 94 865 43 43 1094 19 81 8 14 34 18 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3530 1770 1685 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.74 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3530 1388 1685 1384 1863 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 97 892 44 44 1128 20 84 8 14 35 19 206 RTOR Reduction (vph) 0 0 16 0 1 0 0 11 0 0 0 163 Lane Group Flow (vph) 97 892 28 44 1147 0 84 11 0 35 19 43 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 11.9 76.3 76.3 6.7 71.1 25.0 25.0 25.0 25.0 25.0 Effective Green, g (s) 11.9 76.3 76.3 6.7 71.1 25.0 25.0 25.0 25.0 25.0 Actuated g/c Ratio 0.10 0.64 0.64 0.06 0.59 0.21 0.21 0.21 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 176 2250 1007 99 2092 289 351 288 388 330 v/s Ratio Prot c0.05 0.25 0.02 c0.32 0.01 0.01 v/s Ratio Perm 0.02 c0.06 0.03 0.03 v/c Ratio 0.55 0.40 0.03 0.44 0.55 0.29 0.03 0.12 0.05 0.13 Uniform Delay, d1 51.5 10.6 8.1 54.8 14.8 40.0 37.8 38.6 38.0 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.5 0.1 3.2 1.0 2.5 0.2 0.9 0.2 0.8 Delay (s) 55.2 11.2 8.2 58.0 15.8 42.6 38.0 39.4 38.2 39.5 Level of Service E B A E B D D D D D Approach Delay (s) 15.2 17.4 41.6 39.4 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) 120.0 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\0070-0001\SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-2
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) 117 1 1 197 19 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 127 1 1 214 21 5 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 128 344 128 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 128 344 128 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 97 99 cm capacity (veh/h) 1458 652 922 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 128 215 26 Volume Left 0 1 21 Volume Right 1 0 5 csh 1700 1458 694 Volume to Capacity 0.08 0.00 0.04 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.0 0.0 10.4 Lane LOS A B Approach Delay (s) 0.0 0.0 10.4 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\0070-0001\SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-3
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) 5 909 1133 3 0 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 988 1232 3 0 25 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 1235 1736 616 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1235 1571 616 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 99 100 94 cm capacity (veh/h) 560 89 434 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 5 494 494 616 616 3 25 Volume Left 5 0 0 0 0 0 0 Volume Right 0 0 0 0 0 3 25 csh 560 1700 1700 1700 1700 1700 434 Volume to Capacity 0.01 0.29 0.29 0.36 0.36 0.00 0.06 Queue Length 95th (ft) 1 0 0 0 0 0 5 Control Delay (s) 11.5 0.0 0.0 0.0 0.0 0.0 13.8 Lane LOS B B Approach Delay (s) 0.1 0.0 13.8 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\0070-0001\SYNCHRO\02 EAP AM.syn Trames Solutions, Inc. Synchro 8 Report D-4
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) 162 4 81 240 7 52 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 176 4 88 261 8 57 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 290 218 349 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 290 218 349 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 75 99 99 cm capacity (veh/h) 696 821 1210 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 180 349 64 Volume Left 176 0 8 Volume Right 4 261 0 csh 699 1700 1210 Volume to Capacity 0.26 0.21 0.01 Queue Length 95th (ft) 26 0 0 Control Delay (s) 11.9 0.0 1.0 Lane LOS B A Approach Delay (s) 11.9 0.0 1.0 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\0070-0001\SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-5
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) 280 1409 63 48 1117 27 79 16 30 35 15 162 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3526 1770 1678 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.73 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3526 1393 1678 1353 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 286 1438 64 49 1140 28 81 16 31 36 15 165 RTOR Reduction (vph) 0 0 20 0 1 0 0 26 0 0 0 140 Lane Group Flow (vph) 286 1438 44 49 1167 0 81 21 0 36 15 25 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 24.6 83.2 83.2 6.8 65.4 18.0 18.0 18.0 18.0 18.0 Effective Green, g (s) 24.6 83.2 83.2 6.8 65.4 18.0 18.0 18.0 18.0 18.0 Actuated g/c Ratio 0.21 0.69 0.69 0.06 0.55 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 363 2454 1098 100 1922 209 252 203 279 237 v/s Ratio Prot c0.16 c0.41 0.03 0.33 0.01 0.01 v/s Ratio Perm 0.03 c0.06 0.03 0.02 v/c Ratio 0.79 0.59 0.04 0.49 0.61 0.39 0.08 0.18 0.05 0.10 Uniform Delay, d1 45.2 9.5 5.8 54.9 18.6 46.0 43.9 44.5 43.7 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.8 1.0 0.1 3.7 1.4 5.3 0.6 1.9 0.4 0.9 Delay (s) 56.0 10.5 5.9 58.7 20.0 51.4 44.5 46.4 44.1 44.9 Level of Service E B A E B D D D D D Approach Delay (s) 17.6 21.6 48.9 45.1 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) 120.0 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\0070-0001\SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-6
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) 242 5 5 156 10 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 263 5 5 170 11 3 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 268 446 266 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 268 446 266 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 98 100 cm capacity (veh/h) 1295 567 773 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 268 175 14 Volume Left 0 5 11 Volume Right 5 0 3 csh 1700 1295 604 Volume to Capacity 0.16 0.00 0.02 Queue Length 95th (ft) 0 0 2 Control Delay (s) 0.0 0.3 11.1 Lane LOS A B Approach Delay (s) 0.0 0.3 11.1 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\0070-0001\SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-7
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) 22 1451 1179 14 0 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 24 1577 1282 15 0 13 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 1297 2118 641 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1297 1854 641 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 95 100 97 cm capacity (veh/h) 530 48 418 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 24 789 789 641 641 15 13 Volume Left 24 0 0 0 0 0 0 Volume Right 0 0 0 0 0 15 13 csh 530 1700 1700 1700 1700 1700 418 Volume to Capacity 0.05 0.46 0.46 0.38 0.38 0.01 0.03 Queue Length 95th (ft) 4 0 0 0 0 0 2 Control Delay (s) 12.1 0.0 0.0 0.0 0.0 0.0 13.9 Lane LOS B B Approach Delay (s) 0.2 0.0 13.9 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\0070-0001\SYNCHRO\02 EAP PM.syn Trames Solutions, Inc. Synchro 8 Report D-8
APPENDIX E EXISTING PLUS AMBIENT PLUS PROJECT PLUS CUMULATIVE CONDITIONS INTERSECTION ANALYSIS CALCULATION WORKSHEETS
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) 214 2 10 110 8 39 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 243 2 11 125 9 44 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 136 74 136 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 136 74 136 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 71 100 99 cm capacity (veh/h) 852 988 1448 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 245 136 53 Volume Left 243 0 9 Volume Right 2 125 0 csh 853 1700 1448 Volume to Capacity 0.29 0.08 0.01 Queue Length 95th (ft) 30 0 0 Control Delay (s) 10.9 0.0 1.3 Lane LOS B A Approach Delay (s) 10.9 0.0 1.3 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\0070-0001\SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-1
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) 94 865 43 43 1094 19 81 8 14 34 18 200 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3530 1770 1685 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.74 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3530 1388 1685 1384 1863 1583 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 97 892 44 44 1128 20 84 8 14 35 19 206 RTOR Reduction (vph) 0 0 16 0 1 0 0 11 0 0 0 163 Lane Group Flow (vph) 97 892 28 44 1147 0 84 11 0 35 19 43 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 11.9 76.3 76.3 6.7 71.1 25.0 25.0 25.0 25.0 25.0 Effective Green, g (s) 11.9 76.3 76.3 6.7 71.1 25.0 25.0 25.0 25.0 25.0 Actuated g/c Ratio 0.10 0.64 0.64 0.06 0.59 0.21 0.21 0.21 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 176 2250 1007 99 2092 289 351 288 388 330 v/s Ratio Prot c0.05 0.25 0.02 c0.32 0.01 0.01 v/s Ratio Perm 0.02 c0.06 0.03 0.03 v/c Ratio 0.55 0.40 0.03 0.44 0.55 0.29 0.03 0.12 0.05 0.13 Uniform Delay, d1 51.5 10.6 8.1 54.8 14.8 40.0 37.8 38.6 38.0 38.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.5 0.1 3.2 1.0 2.5 0.2 0.9 0.2 0.8 Delay (s) 55.2 11.2 8.2 58.0 15.8 42.6 38.0 39.4 38.2 39.5 Level of Service E B A E B D D D D D Approach Delay (s) 15.2 17.4 41.6 39.4 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) 120.0 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\0070-0001\SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-2
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) 117 1 1 197 19 5 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 127 1 1 214 21 5 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 128 344 128 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 128 344 128 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 97 99 cm capacity (veh/h) 1458 652 922 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 128 215 26 Volume Left 0 1 21 Volume Right 1 0 5 csh 1700 1458 694 Volume to Capacity 0.08 0.00 0.04 Queue Length 95th (ft) 0 0 3 Control Delay (s) 0.0 0.0 10.4 Lane LOS A B Approach Delay (s) 0.0 0.0 10.4 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\0070-0001\SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-3
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) 5 909 1133 3 0 23 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 988 1232 3 0 25 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 1235 1736 616 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1235 1571 616 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 99 100 94 cm capacity (veh/h) 560 89 434 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 5 494 494 616 616 3 25 Volume Left 5 0 0 0 0 0 0 Volume Right 0 0 0 0 0 3 25 csh 560 1700 1700 1700 1700 1700 434 Volume to Capacity 0.01 0.29 0.29 0.36 0.36 0.00 0.06 Queue Length 95th (ft) 1 0 0 0 0 0 5 Control Delay (s) 11.5 0.0 0.0 0.0 0.0 0.0 13.8 Lane LOS B B Approach Delay (s) 0.1 0.0 13.8 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\0070-0001\SYNCHRO\03 EAPC AM.syn Trames Solutions, Inc. Synchro 8 Report E-4
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) 162 4 81 240 7 52 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 176 4 88 261 8 57 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 290 218 349 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 290 218 349 tc, single (s) 6.4 6.2 4.1 tc, 2 stage (s) tf (s) 3.5 3.3 2.2 p0 queue free % 75 99 99 cm capacity (veh/h) 696 821 1210 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 180 349 64 Volume Left 176 0 8 Volume Right 4 261 0 csh 699 1700 1210 Volume to Capacity 0.26 0.21 0.01 Queue Length 95th (ft) 26 0 0 Control Delay (s) 11.9 0.0 1.0 Lane LOS B A Approach Delay (s) 11.9 0.0 1.0 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\0070-0001\SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-5
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) 280 1420 63 48 1128 27 79 16 30 35 15 162 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.90 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3527 1770 1678 1770 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.75 1.00 0.73 1.00 1.00 Satd. Flow (perm) 1770 3539 1583 1770 3527 1393 1678 1353 1863 1583 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 286 1449 64 49 1151 28 81 16 31 36 15 165 RTOR Reduction (vph) 0 0 20 0 1 0 0 26 0 0 0 140 Lane Group Flow (vph) 286 1449 44 49 1178 0 81 21 0 36 15 25 Turn Type Prot NA Perm Prot NA Perm NA Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 2 6 6 Actuated Green, G (s) 24.5 83.2 83.2 6.8 65.5 18.0 18.0 18.0 18.0 18.0 Effective Green, g (s) 24.5 83.2 83.2 6.8 65.5 18.0 18.0 18.0 18.0 18.0 Actuated g/c Ratio 0.20 0.69 0.69 0.06 0.55 0.15 0.15 0.15 0.15 0.15 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 361 2454 1098 100 1925 209 252 203 279 237 v/s Ratio Prot c0.16 c0.41 0.03 0.33 0.01 0.01 v/s Ratio Perm 0.03 c0.06 0.03 0.02 v/c Ratio 0.79 0.59 0.04 0.49 0.61 0.39 0.08 0.18 0.05 0.10 Uniform Delay, d1 45.3 9.6 5.8 54.9 18.6 46.0 43.9 44.5 43.7 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 1.1 0.1 3.7 1.5 5.3 0.6 1.9 0.4 0.9 Delay (s) 56.6 10.6 5.9 58.7 20.0 51.4 44.5 46.4 44.1 44.9 Level of Service E B A E C D D D D D Approach Delay (s) 17.8 21.6 48.9 45.1 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) 120.0 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\0070-0001\SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-6
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) 242 5 5 156 10 3 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 263 5 5 170 11 3 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 268 446 266 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 268 446 266 tc, single (s) 4.1 6.4 6.2 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 100 98 100 cm capacity (veh/h) 1295 567 773 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 268 175 14 Volume Left 0 5 11 Volume Right 5 0 3 csh 1700 1295 604 Volume to Capacity 0.16 0.00 0.02 Queue Length 95th (ft) 0 0 2 Control Delay (s) 0.0 0.3 11.1 Lane LOS A B Approach Delay (s) 0.0 0.3 11.1 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\0070-0001\SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-7
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) 22 1462 1190 14 0 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 24 1589 1293 15 0 13 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 1309 2136 647 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1309 1872 647 tc, single (s) 4.1 6.8 6.9 tc, 2 stage (s) tf (s) 2.2 3.5 3.3 p0 queue free % 95 100 97 cm capacity (veh/h) 525 47 414 Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 24 795 795 647 647 15 13 Volume Left 24 0 0 0 0 0 0 Volume Right 0 0 0 0 0 15 13 csh 525 1700 1700 1700 1700 1700 414 Volume to Capacity 0.05 0.47 0.47 0.38 0.38 0.01 0.03 Queue Length 95th (ft) 4 0 0 0 0 0 2 Control Delay (s) 12.2 0.0 0.0 0.0 0.0 0.0 14.0 Lane LOS B B Approach Delay (s) 0.2 0.0 14.0 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\0070-0001\SYNCHRO\03 EAPC PM.syn Trames Solutions, Inc. Synchro 8 Report E-8
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