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MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUDY MARCH 13, 1992
' MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUD' Lake Elsinore, California T FMES s� i �� {T f.. J -41 L_________--- G \` 1 NNNERSpN o � �/ ST 01 2c f CO � Sl Robert Kahn, John Kain k Associates, Inc. -. .� i 4 ��. - �� �� �� .� �� +\ �� �� �� '� �� �a i. 1-=OCK ALBERHILL RANCH - SPECIFIC PLAN TRAFFIC STUDY LAKE ELSINORE, CALIFORNIA Prepared for: '. MURDOCK DEVELOPMENT COMPANY 10900 Wilshire Boulevard Los Angeles, CA 90024 Prepared by: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. 4101 Birch Street, Suite 100 Newport Beach, CA 92660 March 13 , 1992 JN: 198-92-001 .� i `� -, r �� Robert Kahn , John Kain & Associates, Inc. Transportation Planning - Traffic/Acoustical Engineering June 9 , 1992 _ Mr. Chuck Mackey, P.E. BSI CONSULTANTS, INC. 1906 South Commercecenter East _ Suite 204 San Bernardino, CA 92408 Subject: Murdock Alberhill Ranch Specific-. Plan Traffic Study Addendum Dear Mr. Mackey: The purpose of this letter is to present additional information regarding trip generation and vehicle miles traveled (VMT) pursuant _ to our meeting with City staff on May 12 , 1992 . This letter may serve as an addendum to the Murdock Alberhill Ranch Specific Plan Traffic Study prepared by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. (March 13 , 1992) . It responds to comments prepared by Chuck Mackey in the City of Lake Elsinore Memorandum dated April 28 , 1992 . _ 1. Land Use and Trip Generation Calculations Page 1 of the April 28 , 1992 Memorandum focussed on differences between land use data contained in the March 13 , 1992 traffic report and land use data provided in Specific Plan documents . To remain consistent with the original Alberhill Ranch Traffic Study prepared by Kunzman Associates (revised March 2 , 1989) , the March 13 , 1992 traffic study is based upon the assumption that commercial uses are developed with approximately 10, 000 square feet of gross floor area per acre. This equates to a floor area ratio of approximately 0. 23 . The specific plan apparently lists square footages based upon higher floor area ratios. Differences in specific land use types (retail, office, or business park) as well as floor area quantities could cause substantial changes in traffic generation levels over what is shown in the March 13 , 1992 traffic study. We therefore recommend the following mitigation measure: EIR ADDENDUM LANGUAGE FOR PAGE 3 . 28 The development review process shall require the monitor of traffic activity in conjunction with the project in 4101 Birch Street, Suite 100, Newport Beach, California 92660 (714) 474-0809 - FAX (714) 474-0902 Mr. Chuck Mackey, P. E. BSI CONSULTANTS, INC. _ Judne 9, 1992 Page 2 accordance with Table 6 - Amended Specific Plan Trip Generation by Zone. The monitoring shall be conducted - according to the following procedures: a . Each Tentative Tract Map, Plot Plan or Parcel Map _ shall be reviewed with a comparison of the development phase (Tract Map) to Table 6 noted above. Where development phase exceeds the Table 6 land use intensities by 15%, Traffic Impact Reports shall be prepared. '- b. The format for each Traffic Impact Report shall be - determined by the Director of Public Works. The format will include evaluation of peak hour conditions at intersections significantly impacted by each phase of development. C. If an impacted intersection is estimated to exceed City service level standards, then appropriate link and intersection improvements shall be required. d. The noted intersection improvements will be required to be in place concurrent with the development phase or funded by an areawide fee program or other acceptable City mitigation program. - (Include above language on Specific Plan Page 193 C new paragraph) - 2 . Vehicle Miles Travelled The March 13 , 1992 traffic study report does not include an assessment of project VMT. Comments on Page 2 of the April 28 , 1992 Memorandum focussed on the need for a VMT assessment of the specific plan option to convert the commercial retail land use at Terra Cotta Road/Nichols Road into multi-family residential land use. The original Alberhill Ranch Traffic Study (revised March 2, 1989) provides a list of one-way trip lengths by land use on Page 70. Neighborhood commercial retail uses have an average _ trip length of approximately 3 . 5 miles. This is much less than the average trip length of 6. 9 miles for residential uses. Mr. Chuck Mackey, P. E. BSI CONSULTANTS, INC. June 9 , 1992 Page 3 The attached Table 1 presents a comparison of the commercial and residential alternatives for a portion of the Murdock Alberhill Ranch Specific Plan in terms of VMT. Land uses such as neighborhood retail centers attract a significant portion of their trips from traffic already generated in the area and passing the site on the way from one location to another. Trip making where this phenomenon occurs can be broken down into primary trips, pass-by trips and diverted linked trips. These trips,_ are defined by the Institute of Transportation Engineers a follows: Primary Trips are trips made for the specific purpose of _ visiting the generator. The stop at that generator is the primary reason for the trip. For example, a home to shopping to home combination of trips is a primary trip set. Pass-By Trips are trips made as intermediate stops on the way from an origin to a primary trip destination. Pass- by trips are attracted from traffic passing the site on an adjacent street that contains direct access to the generator. These trips do not require a diversion from another roadway. Diverted Linked Trips are trips attracted from the traffic volume on roadways within the vicinity of the generator but which require a diversion from that roadway to another roadway to gain access to the site. These roadways could include streets or freeways adjacent to the generator, but without access to the generator. The attached Table 1 focuses on primary trips for the purpose _ of VMT calculations. Although a commercial use generates many more trips than the residential alternative, the commercial use can actually reduce VMT in the study area if trips are intercepted which would normally travel further to satisfy shopping needs. The March 13 , 1992 , traffic study report is based upon "worse- case" assumptions in terms of trip generation and distribution for the residential overlay zone within the Murdock Alberhill Ranch Specific Plan. It is important to note that the neighborhool commercial use could indeed provide for a better balance of trip interactions within the study area. Mr. Chuck Mackey, P. E. BSI CONSULTANTS, INC. _ June 9 , 1992 Page 4 One additional comment in the April 28, 1992 , memorandum prepared by Chuck Mackey concerns the designated times for park-n-ride use. - Mr. Mackey's suggestion that the designated times be established from 5: 00 AM to 7 : 00 PM on weekdays is appropriate. Please call if you have any questions regarding this traffic study addendum, or require additional information. Sincerely, - ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. jroj�hKain, AICPipal JK:kgd/2516 JN: 198-92-001 Attachments xc: Mr. Robert Christen, CITY OF LAKE ELSINORE Ms. Ilene Miles, MURDOCK DEVELOPMENT COMPANY Mom. Harty._ StrQazer,._THE__PLANNING_ASSOCIATES Robert Kahn , John Kain & Associates, Inc. Transportation Planning - Traffic/Acoustical Engineering March 13 , 1992 Ms. Ilene Miles MURDOCK DEVELOPMENT COMPANY 10900 Wilshire Boulevard Los Angeles, CA 90024 Subject: Murdock Alberhill Ranch Specific Plan Traffic Study Dear Ms. Miles: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. is pleased to submit the _ Murdock Alberhill Ranch Specific Plan traffic impact study report. This report provides a summary of the findings, analysis procedures and evaluation of the proposed project with respect to on-site and off-site traffic impacts pursuant to City of Lake Elsinore requirements. This report addresses comments made in a letter dated January 26, 1992 by Mr. Chuck Mackey, City of Lake Elsinore. This traffic study supplements the Murdock Alberhill Ranch Traffic Study (January 24 , 1991) by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . Based upon this review, the project can be accommodated within the planned circulation system, if the recommended improvements are implemented. These recommendations are included in the "Findings" section of this report. If you have any questions regarding this study, please do not hesitate to call at (714) 474-0809 . Sincerely, ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. QgOf EFT ,John Kain, AICP Robert Kahn P. E. n c i p a 1 ti n Principal NO. 0555 JK:RK:kgd/2376 EXP. 12/31/93 JN: 198-92-001 * , 9AFF a�* Attachments 4101 Birch Street, Suite 100, Newport Beach, California 92660 (714) 474-0809 - FAX (714) 474-0902 ... t -.. 4� ... ... .. — TABLE OF CONTENTS SECTION PAGE I. INTRODUCTORY AND SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A. Purpose of Report and Study Objectives B. Executive Summary 1. Site Location and Study Area 2 . Existing Conditions _. 3 . Proposed Development 4 . Recommendations II. PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 A. Location B. Land Use and Intensity = . C. Site Plan D. Project Land Use E. Phasing and Timing III. AREA CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 A. Study Area 1. Area of Significant Traffic Impact B. Study Area Land Use 1. Existing Land Uses 2 . Other Future Development C. Site Accessibility 1. Area Roadway System 2 . Traffic Volumes and Conditions 3 . Transit Service 4 . Existing Relevant Transportation System Management Programs IV. PROJECTED TRAFFIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 A. Site Traffic 1. Trip Generation 2 . Trip Distribution _ 3 . Modal Split 4 . Trip Assignment B. Other Development Traffic 1. Method of Projection 2 . Non-Site Traffic for Study Area 3 . Through Traffic C. Total Traffic V. TRAFFIC ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 58 _ A. Site Access B. Capacity and Level of Service and Improvement Analysis 1. Level of Service at Year 2000 Without Project 2 . Level of Service at Year 2000 Without — Improvements 3 . Level of Service at Year 2000 With Improvements — VI. RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 A. Site Access — B. Roadway Improvements 1. On-Site 2 . Off-Site C. Transportation System Management Actions 1. Off-Site 2. On-Site — APPENDICES — TRAFFIC COUNT WORKSHEETS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A — ICU CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B TRAFFIC SIGNAL WARRANTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C — LIST OF EXHIBITS EXHIBIT PAGE A LOCATION MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 BSITE PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 C PROJECT TRAFFIC ANALYSIS ZONES . . . . . . . . . . . . . . . . . . 12 D EXISTING NUMBER OF THROUGH LANES AND ' INTERSECTION CONTROLS . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . 16 E CITY OF LAKE ELSINORE GENERAL PLAN CIRCULATION ELEMENT . . . . . . . . . • . . . . . . . . 17 F URBAN ARTERIAL CROSS-SECTIONS . := . . . . . . . . . . . . . . . . 18 G MAJOR CROSS-SECTIONS 19 H SECONDARY CROSS-SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . 20 I COLLECTOR CROSS-SECTIONS 21 J EXISTING AVERAGE DAILY TRAFFIC (ADT) . . . . . . . . . . . . 22 K EXISTING AM PEAK HOUR INTERSECTION VOLUMES . . . . . . 25 L EXISTING PM PEAK HOUR INTERSECTION VOLUMES . . . . . . 26 M PROJECT ZONE 1 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 34 N PROJECT ZONE 2 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 35 '- O PROJECT ZONE 3 TRIP DISTRIBUTION 36 P PROJECT ZONE 4 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 37 Q PROJECT ZONE 5 TRIP DISTRIBUTION 38 R PROJECT ZONE 6 TRIP DISTRIBUTION 39 S PROJECT AVERAGE DAILY TRAFFIC (ADT) . . . . . . . . . . . . . 41 T OTHER DEVELOPMENT TRAFFIC ANALYSIS ZONES . . . . . . . . 43 U OTHER DEVELOPMENT ZONE 7 TRIP DISTRIBUTION . . . . . . 45 V OTHER DEVELOPMENT ZONE 8 TRIP DISTRIBUTION . . . . . . 46 W OTHER DEVELOPMENT ZONE 9 TRIP DISTRIBUTION . . . . . . 47 X OTHER DEVELOPMENT ZONE 10 TRIP DISTRIBUTION . . . . . 48 Y OTHER DEVELOPMENT ZONE 11 TRIP DISTRIBUTION . . . . . 49 Z OTHER DEVELOPMENT ZONE 12 TRIP DISTRIBUTION . . . . . 50 AA OTHER DEVELOPMENT ZONE 13 TRIP DISTRIBUTION . . . . . 51 BB OTHER DEVELOPMENT ZONE 14 TRIP DISTRIBUTION . . . . . 52 CC OTHER DEVELOPMENT ZONE 15 TRIP DISTRIBUTION . . . . . 53 _ DD OTHER DEVELOPMENT ZONE 16 TRIP DISTRIBUTION . . . . . 54 EE OTHER DEVELOPMENT AVERAGE DAILY TRAFFIC (ADT) . . . 56 FF YEAR 2000 AVERAGE DAILY TRAFFIC i (ADT) . . . . . . . . . . . 57 GG YEAR 2000 AM PEAK HOUR INTERSECTION-VOLUMES WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . 60 HH YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 II YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 JJ YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 KK CIRCULATION RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . 68 LIST OF TABLES TABLE PAGE 1 PROJECT LAND USE BY ZONE . . . . . . . . . . . . . . . . . . . . . . . . 13 2 EXISTING INTERSECTION CAPACITY UTILIZATION . . . . . . 24 3 TRIP GENERATION RATES . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 -- 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY LAND USE 30 5 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND USE . . . . . . . . . . . . . . . . . . 31 6 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE . . . 33 7 OTHER DEVELOPMENT LAND USE BY ZONE . . . . . . . . . . . . . . 42 8 OTHER DEVELOPMENT TRIP GENERATION BY ZONE . . . . . . . 44 9 YEAR 2000 INTERSECTION CAPACITY UTILIZATION WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59 - 10 YEAR 2000 INTERSECTION CAPACITY UTILIZATION WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62 t �� -.. -, APPENDIX B MURDOCK ALBERHILL RANCH TRAFFIC STUDY (6/9/92 - ADDENDUM LETTER) (3/13/92 - SUPPLEMENT) (1/24/91 - ORIGINAL STUDY) TABLE 1 AMENDED SPECIFIC PLAN OVERLAY ZONE TRIP-VMT COMPARISON UNADJUSTED PRIMARY VEHICLES TRIP GENERATION TRIPS' MILES LAND USE (VEHICLES PER DAY) (VEHICLES PER DAY) TRAVELED Neighborhood Commercial 10, 920 = 4 , 370 15,290 =a_ Multi-Family Residential 2, 440 2,440 16, 840 w ' Primary trips have been adjusted to account for pass-by trips and diverted link trips (eg. , Table VII-2, Trip Generation, 5th Edition, Institute of Transportation Engineers) . -. 4 �� • �1 �^ �\ �� �\ �^ �\ 1 �� MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUDY LAKE ELSINORE, CALIFORNIA I. INTRODUCTION AND SUMMARY A. Purpose of Report and Study Objectives The purpose of this traffic study is to address comments made in a letter dated January 26, 1992 .by Mr. Chuck Mackey, City of Lake Elsinore. This traffic study supplements the Murdock Alberhill Ranch Traffic Study (January 24 , 1991) by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . The proposed development consists of residential, commercial retail, business park (commercial-SP) , elementary school and park land uses. The proposed Specific Plan entails an amendment to the original approved Specific Plan and includes an option to convert the commercial retail land use at Terra Cotta Road/Nichols Road into multi-family residential land use. Study objectives include (1) documentation of existing traffic conditions in the vicinity of the site; (2) evaluation of traffic conditions for the Year 2000 conditions; and (3) determination of on-site and off-site improvements and system management actions needed to achieve City of Lake Elsinore _ level of service requirements. As development occurs the off-site roadway system will need to be improved to roadway classifications as shown on the City General Plan ,-Circulation Element. The implementation of off- site improvements shall be determined as future entitlements are granted for development in and around the project area. 1 B. Executive Summary 1. Site Location and Study Area The project site is generally located east of Lake Street and south of the I-15 Freeway in the City of Lake Elsinore. Exhibit A illustrates the traffic analysis study area. The study area includes the following intersections: Lake Street (NS) at: • I-15 Freeway WB Ramps (EW) _ • I-15 Freeway EB Ramps (EW) • Temescal Canyon Road (EW) • Nichols Road (EW) Nichols Road (NS) at: • I-15 Freeway WB Ramps (EW) • I-15 Freeway EB Ramps (EW) Terra Cotta Road (NS) at: _ • Lakeshore Drive (EW) Machado Street (NS) at: • Lakeshore Drive (EW) Riverside Drive (NS) at: • Lakeshore Drive (EW) - 2 LOCATION MAP _ r cy MEs c , o r i � FOP — GO i JNNERSO O � ! 09 T MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT A 3 Robert Kahn , John Ka in & Associates, Inc. 2 . Existing Conditions The project site is currently not generating any significant traffic. Existing roadways in the vicinity of the project include the I-15 Freeway, Lake Street, Temescal Canyon Road, Nichols Road and Lakeshore Drive. Existing intersections in the vicinity of the site are currently operating well within ---acceptable Levels of Service during the peak hours. Substantial additional development in the study area is currently planned or in progress. 3 . Proposed Development The development of the proposed project will help to implement important roadway improvements in the area, - including the widening of a portion of Lake Street, Terra Cotta Road and Nichols Road adjacent to the development (see Exhibit KK) . The proposed project will generate a total of approximately 26, 730 (residential overlay alternative: 19 , 650) vehicle trips per day, with 1, 735 (residential overlay alternative: 1, 755) vehicles per hour during the AM peak hour and 2 , 625 (residential overlay alternative: 2 , 005) vehicles per hour during the PM peak hour. After project completion, all intersections in the vicinity of the site will operate at a Level of Service 4 "D" or better during the peak hours, with recommended improvements (see Table 10) . The project could contribute substantially towards a _ citywide roadway improvement program, as a result of proposed road fees currently being evaluated by the City of Lake Elsinore. To insure that funds from the developer and/or the citywide fee program are appropriately targeted to ongoing circulation needs, we recommend that a development monitoring process be implemented citywide. 4 . Recommendations As development occurs the measures listed below are a recommended to mitigate the impact of cumulative growth on traffic circulation. The implementation of each measure shall be determined as future entitlements are granted for development in and around the project area . a . Improve Lake Street between Nichols Road and the I- 15 Freeway to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. b. Improve Nichols Road between Lake Street and Collier Avenue to a Major cross-section (100 to 110 foot right-of-way) in conjunction with areawide -- development. C. Improve Nichols Road between Collier Avenue and the Alberhill Ranch boundary east of the I-15 Freeway 5 to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide — development. d. Improve Lake Street to a Major cross-section (100 to 110 foot right-of-way) south of Nichols Road in conjunction with areawide development. e. Improve Terra Cotta Road to a Secondary cross- section (80 to 88 foot ` right-of-way) between Nichols Road and Lakeshore oa ive in conjunction with areawide development. f. Improve Lakeshore Drive to a Major cross-section (100 to 110 foot right-of-way) east of Lake _ Street/Robb Road in conjunction with areawide development. g. For Year 2000 traffic conditions, intersection geometrics as recommended in Table 10 should be implemented. Project roadways should be aligned and sized as illustrated on Exhibit KK. The recommended roadway _ cross-sections are as follows: Roadway Link Designation Lake Street within 500 feet of Urban Arterial _ the Nichols Road intersection (130' ROW) Lake Street south of Nichols Major Road transition area (100' ROW) Nichols Road within 500 feet of Major the Lake Street intersection (110' ROW) _ 6 Nichols Road east of Lake Street Major transition area (100' ROW) Terra Cotta Road south of Secondary Nichols Road (88' ROW) Project Collector Loop Road Modified Collector (74 ' ROW) Project Collector Road Collector (60' ROW) The project should install a traffic signal (see Appendix "C") at the intersection of the Project Collector Loop _ Road access point on Lake Street-.and participate on a pro-rata basis to the installation of traffic signals at the following intersections (see Exhibit KK) : Lake Street (NS) at: • Nichols Road (EW) Terra Cotta Road (NS) at: • Nichols Road (EW) Project Collector Loop Road (NS) at: • Nichols Road (EW) Project Collector Road (NS) at: • Nichols Road (EW) Project Zone 1/Brighton Commercial Joint Access (NS) at: • Nichols Road (EW) The project should provide left turn pockets at the following intersections: 7 Street to At Intersection Left Turn Be Striped With Pocket Length Lake St. (NS) "A" Street (EW) 150 ft. "B" Street (EW) 150 ft. Nichols Rd. (EW) Zone 2 Access (NS) 150 ft. "A" Street (21S) 200 ft. "A" St. (EW) Lake Street (NS) . 100 ft. Nichols Road (NS) 100 ft. Terra Cotta Rd. (NS) Project entrance (EW) 150 ft. The project should participate on a pro-rata basis in the - provision of left turn pockets at the following intersections: Street to At Intersection Left Turn Be Striped With Pocket Length Nichols Rd. (EW) Collector St. (NS) 150 ft. Collector St. (NS) Nichols Road (EW) 200 ft. Curb-return type driveways should be constructed at each of the multi-family/commercial access points on Nichols Road and Terra Cotta Road to facilitate ingress/egress to the site. To encourage ridesharing/transit ridership and reduce commute trip impacts on access routes to the I-15 Freeway, a portion of the commercial parking areas should be designated for Park-N-Ride use on weekdays between 6 : 00 AM and 6 : 00 PM if the residential overlay alternative is not implemented. 8 Internal circulation should be provided as indicated on Exhibit KK. Traffic signing/striping should be implemented in conjunction with detailed construction plans for the project. Sight distance at each intersection should be reviewed with respect to standard Caltrans/City of Lake Elsinore sight distance standards at the time of preparation of final grading, landscape and street improvement plans. 9 II. PROPOSED DEVELOPMENT A. Location The project site is generally located east of Lake Street and south of the I-15 Freeway in the City of Lake Elsinore. B. Land Use and Intensity The project site is proposed to be developed with residential, commercial retail, business park (commercial-SP) , elementary — school and park land uses. The proposed Specific Plan entails an amendment to the original approved Specific Plan and _ includes an option to convert the commercial retail land use at Terra Cotta Road/Nichols Road into multi-family residential _ land use. C. Site Plan — Exhibit B illustrates the site plan. — D. Proiect Land Use To quantify the project land uses, the project was divided _ into six traffic analysis zones as illustrated on Exhibit C. The project land use by zone is tabulated in Table 1. E. Phasing and Timing The proposed project is anticipated to be constructed in phases prior to Year 2000. _ 10 SITE PLAN cow 1 ~�'4K'�a ✓� •-ram. ��j' 1 :� - - - F• •cs� r vav+a - MURDOCK ALBERHILL RANCH �oyrtSPECIFIC PLAN Lake Elsinore, California EXHIBIT B LI1 Robert Kahn, John Kain & Associates, Inc. PROJECT TRAFFIC ANALYSIS ZONES - CTFM�S 6 I _ 1,1 i s� 5 ` O r _J LJ -----�L---- �P c� 1 i JNNERS N O� i o �F o � sT MURDOCK ALBERHILL RANCH - ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT C - 12 Robert Kahn, John Kain 7 & Associates, Inc. i TABLE 1 PROJECT LAND USE BY ZONE ZONE LAND USE UNITS' QUANTITY 1 Community Park AC 19 Multi-Family DU 180 Single-Family DU 380 -" 2 Single-Family DU 246 3 Single-Family Dt3-,_ 385 4 Commercial Retail TSF 100 Commercial Retail TSF 25 (Alternative Zones 11 & 12) (Multi-Family) (DU) (370) 5 Single-Family DU 258 Elementary School ST 600 6 Business Park TSF 165 (Commercial - SP) AC = acres DU = dwelling units TSF = thousand square feet ST = students 13 III. AREA CONDITIONS A. Study Area 1. Area of Significant Traffic Impact The study area includes the following intersections: — Lake Street (NS) at: — • I-15 Freeway WB Ramps; (EW) • I-15 Freeway EB Ramps '(EW) _ • Temescal Canyon Road (EWr • Nichols Road (EW) Nichols Road (NS) at: • I-15 Freeway WB Ramps (EW) • I-15 Freeway EB Ramps (EW) Terra Cotta Road (NS) at: • Lakeshore Drive (EW) — Machado Street (NS) at: • Lakeshore Drive (EW) Riverside Drive (NS) at: • Lakeshore Drive (EW) B. Study Area Land Use 1. Existing Land Uses The site is currently not generating any significant traffic within this area. 14 2 . Other Future Development Areawide growth calculations were added to development in the vicinity of the site. Other development in the vicinity of the site includes the projects listed in Table 7 and shown in Exhibit T. C. Site Accessibility 1. Area Roadway System Exhibit D identifies the existing roadway conditions for study area roadways. The number of through traffic lanes for existing roadways and the existing intersection controls are identified. Exhibit E illustrates the Circulation Element for the City of Lake Elsinore with network refinements. This exhibit shows the nature and extent of key roadways that are needed to adequately serve the ultimate development depicted by the land use element of the Lake Elsinore General Plan with the proposed development. Exhibits F to Z illustrate the arterial street cross-sections for the City of Lake Elsinore. 2 . Traffic Volumes and Conditions Existing average daily traffic (ADT) on arterial highways throughout the study area are shown on Exhibit J. Average daily traffic volumes (ADT) are based upon the traffic data collected by the City of Lake Elsinore, the County of Riverside Road Department, Traffic Division, Traffic Count Book dated 1991, the 1990 Traffic Volumes 15 EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS 2U 6D T Cy S ME 2U _ oD 2U �l 2U 2u 2U 0 DIRT i DIRT n ------------ 2UPGO vL F , - y 2U �NNERS 2 Sr Q�\p2U ' 2U 2 i 2U S 2U JF. 2U 2 S•yO,Q � y F I`-------- v 2U o 2U I 2 U� �' Sl 2U R 2U ,� y LEGEND: ( _ 2U �•y S 2D _.TRAFFIC SIGNAL O = 4 WAY STOP STOP SIGN 2D 4 NUMBER OF LANES D = DIVIDED MURDOCK ALBERHILL RANCH U - UNDIVIDED opt SPECIFIC PLAN _ Lake Elsinore, California EXHIBIT D 16 Robert Kahn, John Kain _ do Associates, Inc. CITY OF LAKE ELSINORE GENERAL PLAN CIRCULATION ELEMENT i I — I I I I I , l'--------- ------'-------- 1 ------ -� /1 L � S S I I I s p I C I Y c*brae a W +> »taco S 5 J s ��` s 1(1 I I I W Y S y I I S Y y �Y I Y S SITE S}w s ��� \\ y Y C y J \\ V. S ' I C Ds d s I ( ' i= _ u, I oe�►\�'\ Y Y � rw n. Y aM � � I WNW S C qu --—————— l y \ y S y Y \\ 11m y S I , y I Y y �� I \\ + raaur L---, � cvnow n Y sT �\ I ♦`Cf y S \ C c+no is S I ��� w c w \ I LEGEND: \\ I _ = FREEWAY ' O = INTERCHANGE LOCATION w UA = URBAN ARTERIAL (120'-130' ROW) \ M = MAJOR (100'-110' ROW) S = SECONDARY (80'-88' ROW) —C = COLLECTOR (60'-68' ROW) SLR = SPUT LEVEL ROADWAY (MODIFIED MAJOR) -————————-= SPHERE OF INFLUENCE BOUNDARY MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, Calif ornia EXHIBIT E 17 Robert Kahn , John Kai n do Associates, Inc. URBAN ARTERIAL CROSS -SECTIONS 120' ROW 60' + 60' 10' 8' 1 1' 1 1' 13=-+-7 b 2 4 . 4 �1 I 1 130' ROW 65' 65' 10' 8' 1 1, 11' 13' 12 2' 1 3' 1 1' 1 1' 8' 1 0' - I I I MURDOCK ALBERHILL RANCH ! - rrt SPECIFIC PLAN Lake Elsinore, California EXHIBIT F is Robert Kahn, John Kain do Associates, Inc. MAJOR CROSS -SECTIONS ' 100' ROW i 50' 50' 10' 8' 12' 13' 7---�7--t--13c ... 4 "1 1:--02 ,m _ 110' ROW 55' W 10' 8' 12' 13' 12=-{---12'--t-13' 12' 8' 0' MURDOCK ALRERHILL RANCH dot SPECIFIC PLAN Lake Elsinore, California EXHIBIT G 19 ftV& Associctes, Kohn , John Ka in Inc. SECONDARY CROSS -SECTIONS WITHOUT STRIPED MEDIAN 80' ROW 40' 40' 10' S' 12' 13'- -13' 12' S' 10' WITH STRIPED MEDIAN 88' ROW 44' + 4 4' I 10' S' 1 1' 1 1' 7'�} I fi-,-1 OL - MURDOCK ALBERHILL RANCH - SPECIFIC PLAN Lake Elsinore, California EXHIBIT H 20 Robert Kahn, John Kain & Associates, Inc. COLLECTOR CROSS -SECTIONS RESIDENTIAL 60' ROW 30' 30' ?0' 8' 12'—}-12' -8' 10' I, - - COMMERCIAL / INDUSTRIAL 68' ROW — 34' 34' 10' +-8' 161 16' 8' 10' b i 4 MURDOCK ALBERHILL RANCH �ojrtSPECIFIC PLAN Lake Elsinore, California EXHIBIT I Zi Robert Kahn , John Kain [-J do Associates, Inc. EXISTING AVERAGE DAILY TRAFFIC IADTI 74.0 0.5 1 r _ \ 9.2 5 Fy�y 1.0 �J 66.0 s�. %0.4 I — �� 0.2 0.3 4 -- S ITE J -- 0 i� 66.0 10.0 `---------— FtP 0.2 9L 11.5(6.5) (5.5)j 12.5(7.5) �NNERSo �O 1.7 r ��O 12. i 1.5 15.9 (11.9 0.5 r��c --- 13.5 — 19.0(16.0) I _ LEGEND: i Sr 11.5 = VEHICLES PER DAY (1000'S) (5.5) = VEHICLES PER DAY (1000'S) WITH GRAND AVE. EXTENSION MURDOCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT J z 2 Robert Kahn , John Kai n do Associates, Inc. ' on California State Highways by Caltrans and factored up from peak hour counts made for ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . The technique used to assess the operation of an intersection is known as Intersection Capacity Utilization (ICU) . To calculate an ICU the volume of traffic using the intersection is compared with the capacity of the intersection. ICU is usually expressed as a percent. The percent represents that portion of the hour required to provide sufficient capacity to z_ accommodate all intersection traffic if all approaches operate at capacity. The ICU' s for existing intersections in the vicinity of the project are shown in Table 2 . Existing ICU's are based upon manual peak hour turning movement counts made for ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. , in May and June, 1991 and March, 1992 and the City of Lake Elsinore in March and April, 1991 (see Exhibits K and L) . Traffic count worksheets are included in Appendix "A" . Intersections in the study area are currently operating well within acceptable Levels of Service during the peak hours . ICU calculation worksheets are provided in Appendix "B" . 3 . Transit Service Lake Elsinore Transit System (L. E.T. S. ) provides bus service to the Lake Elsinore area and bus routes are located along Lakeshore Drive and Terra Cotta Road. 23 TABLE 2 EXISTING INTERSECTION CAPACITY UTILIZATION INTERSECTION gPPROACH LANES I PEAK PEAK NORTH- SOUTH- EAST- WEST- HOU5 Hou� BOUND BOUND BOUND BOUND ICU LOS INTERSECTION L T R L T R L T R L T R AM PM AM PM Lake Street (NS) at: • 1-15 Freeway WE Ramps (EW) 0 1 0 0 1 0 0 0 0 0 1 0 0.38 0.18 A A • I-15 Freeway EB Ramps (EW) 0 1 0 0 1 0 0 1 0 0 0 0 0.46 0.50 A A • Temescal Canyon Road (EW) 0 1 0 0 1 0 0 1 0 0 0 0 0.38 0.40 A A • Nichols Road (EW) 0 1 0 0 1 0 0 0 0 0 1 0 0.36 0.40 A A Nichols Road (NS) at: • 1-15 Fwy WS Ramps (EW) 0 1 0 0 1 0 0 0 0 0 1 0 0.08 0.08 A A • I-15 Fwy ES Ramps (EW) 0 1 0 0 1 0 0 1 0 0 0 0 0.08 0.08 A A Terra Cotta Road (NS) at: • Lakeshore Drive (EW) 0 1 0 1 1 0 1 1 1 0 1 1 0.35 0.45 A A Machado Street (NS) at: • Lakeshore Drive (EW) 1 1 0 0 1 0 0 1 0 1 1 0 0.49 0.68 A B Riverside Drive (NS) at: • Lakeshore Drive (EW) 1 2 0 1 2 0 1 2 1 1 2 0 0.30 0.54 A A 1 When a right turn Lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. 3 Level of Service (LOS) 24 EXISTING AM PEAK HOUR - INTERSECTION VOLUMES ' \ l-7S J! ' 2-1 '3`—' kf _ N � v SITE J- 1 L � C A L---------- i \NNERSON �O f 401 01 1i Sr s4 jTL 4(264) r LEGEND: 141 = AM PEAK HOUR VOLUMES AM MURDOCK ALBERHILL RANCH "' _ WITH PEAK HOUR VOLUMES GRAND AVE. EXTENSION opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT K 25 Robert Kahn, John Kain & Associates, Inc. EXISTING PM PEAK HOUR INTERSECTION VOLUMES J! ~ — Fwr o- i - J�T 20--1 �4 L s,a'--, i r , — %/ \ t 1 -� r i S ITE r , 1 L r-t1u)� i � � F JI J* �NNERSON s q 1T-d—, 'm LEGEND: I- 212 = PM PEAK HOUR VOLUMES HOUR MURDOCK ALBERHILL RANCH (t 12) — WITHPEAK GRAND AVEVOLUMES EXTENSION yt SPECIFIC PLAN Lake Elsinore, California EXHIBIT L 2 6 Robert Kahn, John Ka i n do Associates, Inc. 4 . Existing Relevant Transportation System Management Programs No known transportation system management programs are actively in force in the study area. 27 IV. PROJECTED TRAFFIC A. Site Traffic 1 . Trip Generation Trip generation represents the amount of traffic which is attracted and produced by a development. The traffic generation for this project is based upon the land uses which have been planned for the Murdock Alberhill Ranch Specific Plan development. The proposed project consists of single-family residential, multi-family residential, commercial retail (residential overlay alternative: multi-family residential) , elementary school and park land uses. _ Trip generation rates for this project are shown in Table 3 . Trip generation rates are based upon data collected by the Institute of Transportation Engineers (ITE) . Both daily and peak-hour trip generation by land use for the proposed project and the alternative are shown in _ Table 4 . The proposed project will generate approximately 26, 730 (residential overlay alternative: 19 , 650) vehicle trips per day, with 1, 735 (residential overlay alternative: 1, 755) vehicles per hour during the AM peak hour and 2 , 625 (residential overlay alternative: 2 , 005) vehicles per hour during the PM peak hour. Both daily and peak hour trip generation for the original approved Specific Plan has also been computed and is presented in Table 5. As can be derived from the data in Tables 4 and 5, it is expected that the amended Specific 28 TABLE 3 TRIP GENERATION RATES' PEAK-HOUR AM PM LAND USE UNITS' IN OUT IN OUT DAILY Single-Family DU 0. 19 0.55 0.66 0. 35 9.55 t Multi-Family DU 0. 17 0:50 0.47 0.36 8. 00 Commercial Retail: • (25 TSF) TSF 1.81 1.06 5.43 5.43 118.86 • (100 TSF) TSF 1. 02 0.60 3 .28 3.28 70. 67 • (110 TSF) TSF 0.98 0.58 3. 17 3. 17 68. 19 Elementary School ST 0. 18 0. 12 0. 01 0. 01 1.09 Park AC 0. 10 0. 10 0.20 0. 20 6.00 Source: Institute of Transportation Engineers (ITE) , Trip Generation, Fifth Edition, 1991, Land Use Categories 210, 231, 820 and 520. Source: San Diego Association of Governments (SANDAG) , Traffic Generators, June, 1991. ' DU = dwelling units TSF = thousand square feet ST = students AC = acres 29 TABLE 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY LAND USE PEAK HOUR' AM PM LAND USE QUANTITY2 IN OUT IN OUT DAILY' Single-Family 1, 269 DU 240 695 835 445 12 , 120 t Multi-Family 180 DU 30 90 85 65 1,440 Commercial Retail 25 TSF 45 25 - 135 135 2,970 Commercial Retail 100 TSF 100 60 330 330 7,070 — (Residential Overlay (370 DU) (65) (185) (175) (135) (2,960) Alternative: Multi- Family) Elementary School 600 ST 110 70 5 5 650 Park 19 AC NOM NOM 5 5 110 Business Park 165 TSF 230 40 55 190 2 ,370 _ (Commercial-SP) TOTAL 755 980 1,450 1, 175 26,730 (Total with Alternative) (675) (1, 080) (1, 160) (845) (19, 650) 1 All peak hour trips rounded to the nearest 5. 2 DU = dwelling units TSF = thousand square feet ST = students _ AC = acres 3 All daily trips rounded to the nearest 10. 30 — TABLE 5 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND USE PEAK HOUR' AM PM LAND USE QUANTITYZ IN OUT IN OUT DAILY3 Single-Family 1, 080 DU 205 595 715 380 10,310 Multi-Family 266 DU 45 135 125 95 2, 130 Commercial Retail 110 TSF 110. "6i; 350 350 7,500 Elementary School 600 ST 110 70 5 5 650 Park 15 AC NOM4 NOM 5 5 90 Business Park 165 TSF 230 40 55 190 2,370 (Commercial-SP) TOTAL 700 905 1,255 1,025 23 , 050 r.. All peak hour trips rounded to the nearest 5. 2 DU = dwelling units TSF = thousand square feet ST = students AC = acres 3 All daily trips rounded to the nearest 10. 4 NOM = Nominal 31 Plan without the residential overlay will generate the highest daily and peak hour traffic volumes compared to the original Specific Plan and alternative land use. For the purpose of this study, the traffic expected to be generated by the proposed amended Specific Plan without the residential overlay is used for analysis purposes. Based upon the subdivision of the development in six traffic analysis zones (see Exhibit C) , planned land uses and trip generation rates, the daily and peak hour trip generation for each zone has been determined and is shown in Table 6. - v 2 . Trip Distribution Trip distribution represents the directional orientation of traffic to and from the project site. Trip distribution is heavily influenced by the geographical location of the site, the location of commercial and recreational opportunities and the proximity to the regional freeway system. The directional orientation of _ traffic was determined by evaluating existing and proposed land uses and highways within the community. Trip distribution for this study has been based upon mid- term conditions, based upon those highway facilities - which are either in place or will be implemented over the next eight years. The trip distribution patterns for the project are graphically depicted on Exhibits M to R. 3 . Modal Split The traffic reducing potential of public transit has not been considered in this report. Essentially the traffic 32 TABLE 6 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE PEAK HOUR1 AM PM ZONE' LAND USE QUANTITY3 IN OUT IN OUT DAILY4 1 Community Park 19 AC NOM' NOM 5 5 110 _ Multi-Family 180 DU 30 90 85 65 1,440 Single-Family 380 DU 70 210 250 135 3,630 2 Single-Family 246 DU 45 = 35 160 85 2,350 w 3 Single-Family 385 DU 75 210 255 135 3,680 4 Commercial Retail 100 TSF 100 60 330 330 7,070 Commercial Retail 25 TSF .45 25 135 135 2,970 (Alternative Zones 11 & 12) (Multi-Family) (370 DU) (65) (185) (175) (135) (2,960) 5 Single-Family 258 DU 50 140 170 90 2,460 Elementary School 600 ST 110 70 5 5 650 6 Business Park 165 TSF 230 40 55 190 2,370 (Commercial - SP) TOTAL 755 980 1,450 1, 175 26,730 (Total With Alternative) (675) (1, 080) (1, 160) (845) (19,650) 1 All peak hour trips rounded to the nearest 5. 2 For zone location see Exhibit C. 3 DU = dwelling units AC = acres ST = students TSF = thousands square feet 4 All daily trips rounded to the nearest 10. S NOM = Nominal 33 PROJECT ZONE 1 TRIP DISTRIBUTION 30 10 40 III I — --� 15 i / 25 i 5 50% % --" 2s I :10 i i I 25 I i 5 JNNERSp�, �OQ` 1 Jai,. i i i Sl 5 10 20' sl LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH I- ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT M 34 Robert Kahn, John Kain do Associates, Inc. PROJECT ZONE 2 TRIP DISTRIBUTION 30 10 ' cy 40 50 20 1 � i ITE 20 110 20 30 I 'P ----------— 40 l l._ � \NNERSON JI r �,�� 15 2 i i � 5 J S'r �cO�ti � sr 20 LEGEND: 10 = PERCENT TO/FROM PROJECT �- MURDOCK ALBERHILL RANCH _ ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT N 3s Robert Kahn, John Kain � Associates, lnc. PROJECT ZONE 3 TRIP DISTRIBUTION 30 \ 5 1 10 rr I r 25. i _ t 5 /20 �\ 35 O --- IT 45 10 151 'p L------------ �NNERSov O� i 25 ♦ I . ♦ ♦ r ST 10 - 5 ST LEGEND: 10 = PERCENT TO/FROM PROJECT ( -- MURDOCK ALBERHILL RANCH j I o jrt SPECIFIC PLAN J Lake Elsinore, California EXHIBIT J 0 3 6 Robert Kahn , John Kai n k Associates, Inc. PROJECT ZONE 4 TRIP DISTRIBUTION 30 5 Cy� I L z 5 15 � II ! p L/ 5 �''--- `' 65 / SiT -J r- i t 10 t I 10 /Q L_-_----___- � "4L � F 5 � �NNERS0 20 — i J� 5 i� S 10 LEGEND: 10 = PERCENT TO/FROM PROJECT - MURDOCK ALBERHILL RANCH - ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT P 37 Robert Kahn, John Kain & Associates, Inc. PROJECT ZONE 5 TRIP DISTRIBUTION 30 5 r,Y. .Q s,. IT 6s iS r 1 i i 10 ----------30� � I - 1 9LF I i JNNERSpN O� 25 — 20 \J�� i s'T 5 15 10 i Sl LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT Q 38 Robert Kahn , John Kain do Associates, Inc. PROJECT ZONE 6 TRIP DISTRIBUTION 20 15 25 • . 45 75 Fes. 7 - 30 ,rr 20 25 `! ` Y S IT t 1 20 5 '5 �Q L-_---_---- y( �P c� JI NNERS0 O? ' Of c'\OF. 20 i J i i i sT 5 c�LL 15 i IsT LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH SPECIFIC PLAN Lake Elsinore, California EXHIBIT R 39 Robert Kahn , John Kain & Associates, Inc. projections are "conservative" in that public transit might be able to reduce the traffic volumes. In - addition, traffic volumes have not been reduced for internal interaction between residential and commercial uses. 4 . Trip Assignment 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 project. Based on the identified project traffic generation and distributions, project related traffic volumes are shown on Exhibit S. B. Other Development Traffic 1. Method of Protection To assess future traffic conditions, project traffic is combined with.-- existing traffic, traffic from other surrounding development and areawide growth. The study year for analysis purposes in this report is Year 2000 . 2 . Non-Site Traffic for Study Area Surrounding development in the vicinity of the site includes the projects listed by zone in Table 7 and illustrated on Exhibit T. Table 8 shows the daily and peak hour vehicle trips generated by the surrounding development in the vicinity of the site. Exhibits U to DD contain the directional distribution and assignment of 40 PROJECT AVERAGE DAILY TRAFFIC (ADTI 2.2 �1 5.3 � 4.8 5.1 �5.1 . _ t -�% 2.6 9.9 4.6 /� 1\2.3 3.0 �'% 6.1 '; 0 z I 0.5 ��`5.2 4.;� �-Y_ 0 %,__,/ SITE �0.9 � 2.8 �-- -J n f i 4.1 4.0 1 1 <"p 5.6 L------___--JS Gp 4.0 ELF 1 r 1-7 3.5 \NNERSp O� _ p2 '4.2 0.5 Lei r cat. �i Op 0.2 3 4'Sp� F j��- --�, �Q�' ✓py O 2.8 r R �� ST 0.5 Sl LEGEND: 0.5 = VEHICLES PER DAY (1000'S) MURDOCK ALRERHILL RANCH ort- SPECIFIC PLAN Lake Elsinore, California EXHIBIT S 41 Robert Kahn , John Kai n k Associates, Inc. TABLE 7 OTHER DEVELOPMENT LAND USE BY ZONE - ZONE LAND USE UNITS' QUANTITY 4 Commercial Retail TSF 350 Single-Family DU 344 to r 8 Single-Family DU 646 Elementary School ST 600 `lb e 9 Commercial Retail TSFa� 150 Multi-Family DU 150 Single-Family DU 347 Single-Family DU 652 Golf Course HOLES 18 Multi-Family DU 150 - Single-Family DU 311 to rc 12 Business Park TSF 325 (Commercial - SP) x 13 Business Park TSF 90 " (Commercial - SP) r ?c 14 Business Park YiW40- 1� TSF 975 (Commercial - SP) r t0 15 Commercial Retail TSF 190 to X16 Business Park TSF 1, 140 (Commercial - SP) t,®•� DU = dwelling units - TSF = thousand square feet ST = students 42 OTHER DEVELOPMENT TRAFFIC ANALYSIS ZONES I, O 15 ————————— OJI / .< it i I i �NNERSON O / ,� QI LEGEND: i Sl O7 = ZONE NUMBER ---- = ZONE BOUNDARY MURDOCK ALBERHILL RANCH _ or t SPECIFIC PLAN Lake Elsinore, California EXHIBIT T 4 3 Robert Kahn , John Ka in —J k Associates, Inc. TABLE 8 OTHER DEVELOPMENT TRIP GENERATION BY ZONE PEAK HOUR AM PM ZONE LAND USE QUANTITY IN OUT IN OUT DAILY _ 7 Commercial Retail 350 TSF 215 125 730 730 15,460 Single-Family 344 DU 65 190 225 120 3,290 8 Single-Family 646 DU 125 355 425 225 6,170 Elementary School 600 ST 110 70 5 5 650 9 Commercial Retail 150 TSF 130 75 425 425 9,110 Multi-Family 150 DU 25 75 70 55 1,200 Single-Family 347 DU 65 190 23dr- 120 3,310 10 Single-Family 652 DU 125 360 430 230 6,230 Golf Course 18 HOLE 50 10 30 30 680 11 Multi-family 150 DU 25 75 70 55 1,200 Single-Family 311 DU 60 170 205 110 2,970 12 Business Park 325 TSF 450 80 105 375 4,670 (Commercial - SP) 13 Business Park 90 TSF 125 20 30 105 1,290 (Commercial - SP) — 14 Business Park 975 TSF 1,345 235 320 1,120 14,010 (CortmerciaL - SP) 15 Commercial Retail 190 TSF 150 85 495 495 10,560 16 Business Park 1,140 TSF 1,575 275 375 1,310 16,380 (Commercial - SP) TOTAL 4,640 2,390 4,170 5,510 97,180 1 All peak hour trips rounded to the nearest 5. 2 For zone location see Exhibit C. 3 DU = dwelling units ST = students TSF = thousands square feet 4 All daily trips rounded to the nearest 10. 44 OTHER DEVELOPMENT ZONE 7 TRIP DISTRIBUTION 30 50 65 Ic 15 6' 35 30 i ♦� `� �� .♦ 5 �I / j 020 � 5 I , 5 1 151 P L____-______ J. JNNERSON OQ 20 1- / / T 5 10 i tico�s 15 l LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT u a 5 Robert Kahn , John Kai n do Associates, Inc. OTHER DEVELOPMENT ZONE 8 TRIP DISTRIBUTION 30 10 1 plc F � n'Y 55 45 15 10 20 f 20 % 5 ;i 1 / J 15 t 5 ` U. 10 1 1 1 101 L----------- i NNE 9LF 1 i � � R$ON O� 25 �� 25 I— i Ii qL 5 Sl 10 i � tiCo� i Sr 20 LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH �or3tSPECIFIC PLAN Lake Elsinore, California EXHIBIT V 4 o Robert Kahn, John Kain & Associates, Inc. OTHER DEVELOPMENT ZONE 9 TRIP DISTRIBUTION 30 _ 10 Cy�� ` 5 35 — 60 35 1r ✓ ` iSIT � r- I � i 25 ; 101 5 L_____ 1 9Lc� `1NNEF`SON ``O�• 20 i i A�- 10 ' C 20 � Sl - LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH _ ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT w 4� Robert Kahn, John Kain k Associates, Inc. OTHER DEVELOPMENT ZONE 10 TRIP DISTRIBUTION 5 — �� 5 Ftyy �J 40 5 kf _ s� _ 30 1 30 �1 10IkL / S y 25 I r- 15 I 5 / �----------201 P I (�% JNNERS0 �OQ JI� ST 25 i 'If : ��• q�, 10 10 15 � S'l LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT X a s Robert Kahn, John Kai n do Associates, Inc. OTHER DEVELOPMENT ZONE 11 TRIP DISTRIBUTION 30 5 cy 20 15 10 10 20 5 70 0 i 5 10 \ %SIT ' 50 I I I 5 I 201 'P ----------- � '9L I f 5 �NNERSpH O� 25 Aq 15 i i n '9V 10 r � Sl 15 LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT Y 49 Robert Kahn , John Kain do Associates, Inc. OTHER DEVELOPMENT ZONE 12 TRIP DISTRIBUTION 30 15 .. 10 C _ FiVy 30 5 25 V� 25 -- / . � 20 / iSIT r :5 ----------- {� G� i vNNERS 25 i G � i ST 5 — 15 LEGEND: 10 = PERCENT TO/FROM PROJECT I- MURDOCK ALBERHILL RANCH �- ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT Z — 5 o Robert Kahn, John Kai n do Associates, Inc. OTHER DEVELOPMENT ZONE 13 TRIP DISTRIBUTION 20 �5 25 45 FK'Y 7S 30 20 25 �♦ ;� 0 � 20 I � J '5 / I I - L______---- i �NNERSON Off. 20 i � T i sl 5 i i t Sl 15 t LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH - Art SPECIFIC PLAN Lake Elsinore, California EXHIBIT AA si Robert Kahn , John Kain ' do Associates, Inc. OTHER DEVELOPMENT ZONE 14 TRIP DISTRIBUTION - 35 _ 5 cYp �— � � I 25 4 I — `�F s� �C- / &T` r L----------_J( FtP G� �NNERSpN O� 35 - i i ! T I - �9 i �O� `• O i i/ Sr 5 i Citi 1 ST 20 LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH �tr t5SPECIFIC PLAN Lake Elsinore, California EXHIBIT BB 5 z Robert Kahn, John Kai n be Associates, Inc. OTHER DEVELOPMENT ZONE 15 TRIP DISTRIBUTION 25 _ T V 1 5 15 i 5 y i If SIT r- 1 1 30 5 / I 101 P L----------- 1 -9L 1 F` 5 i �NNERS0N 25 i 10 1 l LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT CC 5 3 Robert Kahn , John Ka in do Associates, Inc. OTHER DEVELOPMENT ZONE 16 TRIP DISTRIBUTION - 30 _ 5 40 10 15 5 / 15►' I I 5 I 20 A 1 F �- 1 i vNNERSON I i 30 i I If i � 10 i -y 9l. Cq I - i sr 511 l LEGEND: 10� 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH SPECIFIC PLAN Lake Elsinore, California EXHIBIT DD 54 Robert Kahn, John Kain f� do Associates, Inc. the other development traffic. Based on the identified trip distributions for the other development on arterial highways throughout the study area, other development average daily traffic (ADT) are shown on Exhibit EE. 3 . Through Traffic To account for traffic growth on roadways generated outside the study area, future traffic volumes have been calculated based on an 8 . 0 percent annual growth rate of existing traffic volumes over an 8 year period. Areawide growth is derived as follows: Location: Central Street (SR-74) south of 1-15 Freeway 1986 Volume: 9 , 600 vehicles per day 1990 Volume: 13 , 000 vehicles per day Approximate Annual Growth Rate: 7 .9% Areawide growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the project and other surrounding development. s` C. Total Traffic €; Exhibit FF shows the daily traffic volumes which can be .. expected for Year 2000 traffic conditions with the project, f.: other development and areawide growth. t' 55 OTHER DEVELOPMENT AVERAGE DAILY TRAFFIC [ ADT] 29.2 1 4.3 cY MI s, 6.8� 24.6 7. �� 27.6 1 4 I S� I 14.2 -� 3.5 _�.. 22.5 14.6 j �I\4.2 t 7.11 I 15.6 01 .` 0.8� _�� 7.2 i S ITE �3-2 0.8 I 9.2 14.6 24.9 `---------- {( O 8.9 9LF 2.6 i -2.6 JNNERS0 O� 5.4 1.6 2�"15.2 8.4 0 tip -- 6.6 Cl Q1 Sl 3.5 • ! 1 LEGEND: 1.6 = VEHICLES PER DAY (1000'S) I - MURDOCK ALBERHILL RANCH I _ ort SPECIFIC PLAIN Lake Elsinore, California EXHIBIT EE r 56 , Robert Kahn, John Kain & Associotes, Inc. - YEAR 2000 AVERAGE DAILY TRAFFIC IADTI 15.4 - T c;MES 12.6�J 49.9 38.0 %36.3 -'� 6.8 32.8 37.7 j \,�7.3 :9.1 22.5 0 � r cI 29.5 R4.4 2.8 j Q� 13.7 37.1 i Q ----------- {C RP 13.3 9LF 16.2 �NNERSp O� 25.8 3.1 J. T ?-/29.6 3 3 JF� 23.5 23.1 15.2 33.8 -�.% LPG �pY Op34.4 33.6 LEGEND: 23.1 = VEHICLES PER DAY (1000-S) MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT FF - S� Robert Kahn, John Kain k Associates, Inc. V. TRAFFIC ANALYSIS A. Site Access The proposed project will have access to Lake Street, Nichols Road and Terra Cotta Road. Site access and internal circulation has been analyzed in detail in the January 24 , 1991 traffic study prepared by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . B. Capacity and Level of Service and Imbrovemert Analysis - 1 . Level of Service at Year 2000 Without Project Year 2000 Intersection Capacity Utilization (ICU) for the future network without the proposed project are shown in Table 9 . Table 9 shows ICU calculations based on existing geometrics at the intersections. As shown in Table 9 , intersections in the vicinity of the site will operate at Level of Service "F" during the peak hours _ without improvements. ICU calculation worksheets are provided in Appendix "B" . Exhibits GG and HH show AM and PM peak hour turning movement volumes for Year 2000 traffic conditions without the project, respectively. 2 . Level of Service at Year 2000 With Project and Without Improvements - Year 2000 Intersection Capacity Utilization (ICU) for the future network with the proposed project are shown in Table 10. Table 10 shows ICU calculations based on geometr`ics at the intersections without improvements. As shown in Table 10, intersections in the vicinity of the 58 TABLE 9 FUTURE INTERSECTION CAPACITY UTILIZATION WITHOUT PROJECT INTERSECTION 4PPROACH LANES NORTH- SOUTH- EAST- VEST- PEAK HOUR BOUND BOUND BOUND BOUND ICU LO INTERSECTION L T R L T R L T R L T R AM PM AM PM Lake Street (NS) at: • 1-15 Freeway VB Ramps (EV) 0 1 0 0 1 0 0 0 0 011 0 1.85 1.54 F F • 1-15 Freeway EB Ramps (EV) 0 1 0 0 1 0 0 1 0 0-8_0 1.97 2.27 F F • Temescat Canyon Road (EV) 0 1 0 0 1 0 0 1 0 0 0 U 1.73 1.96 F F • Nichols Road (EV) 0 1 0 0 1 0 0 0 0 0 1 0 1.12 1.24 F F Nichols Road (NS) at: _ 1-15 Fwy VB Ramps (EV) 0 1 0 0 1 0 0 0 0 0 1 0 1.17 1.40 F F • I-15 Fwy ES Ramps (EV) 0 1 0 0 1 0 0 1 0 0 0 0 1.03 1.19 F F Terra Cotta Road (NS) at: • Lakeshore Drive (EV) 0 1 0 1 1 0 1 1 1 0 1 1 0.66 0.80 B C Machado Street (NS) at: • Lakeshore Drive (EV) 1 1 0 0 1 0 0 1 0 1 1 0 0.85 1.23 D F Riverside Drive (NS) at: • Lakeshore Drive (EV) 1 2 0 1 2 0 1 2 1 1 2 0 0.52 1.06 A F 1 When a right turn lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. 3 Level of Service (LOS), based upon Riverside County criteria. 59 YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJEC-1 _ Ft,Vy rig : ► - --� .44 Fl! i r ,471J-- 1 r - �r- ------------- 1 �. I I � I �NNERSpN O� I MURDOCK ALBERHILL RANCH _ orf SPECIFIC PLAN Lake Elsinore, California EXHIBIT GG bo Robert Kahn, John Kain do Associates, Inc. YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT �--'14 j -267 )F)— cYFMES„ 1 T� 114--1 �r ,n3--, ;:V 0 i IT -J �NNERSpN i Am Q� Sl All JAL 7r—' MURDOCK ALBERHILL RANCH �oyrt SPECIFIC PLAN Lake Elsinore, California EXHIBIT HH 6i Robert Kahn , John Kain do Associates, Inc. TABLE 10 FUTURE INTERSECTION CAPACITY UTILIZATION WITH PROJECT INTERSECTION A(jPROACH LANES NORTH- SOUTH- EAST- WEST- PEAK HOUR BOUND BOUND BOUND BOUND ICU LOS INTERSECTION L T R L T R L T R L T R AM PM AM PM Lake Street (NS) at: • 1-15 Freeway WS Ramps (EW) -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.98 1.63 F F -with improvements 2 2 0 0 2 0 0 0 0 1 0 T ti_ 0.79 0.88 C D • 1-15 Freeway ES Ramps (EW) -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 2.15 2.51 F F -with improvements 0 3 1 1 2 0 1 0 1» 0 0 0 0.77 0.62 C S _ • TemescaL Canyon Road (EW) -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 1.95 2.27 F F -with improvements 2 3 0 2 3 0 1 1 1 1 1 1 0.64 0.89 B D • Nichols Road (EW) -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.32 1.52 F F - -with improvements 0 2 0 1 2 0 0 0 0 1 0 1 0.71 0.73 C C • Project Collector Loop Road (EW) 0 2 0 1 2 0 0 0 0 1 0 1 0.68 0.68 B B • Lakeshore Drive (EW) 0 2 0 2 2 0 0 0 0 1 0 1 0.86 0.73 D C Nichols Road (NS) at: • 1-15 Fwy WS Ramps (EW) -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.30 1.68 F F -with improvements 1 2 0 0 2 1 0 0 0 2 0 1 0.67 0.82 B D • I-15 Fwy ES Ramps (EW) - -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 1.28 1.49 F F -with improvements 0 2 1 1 2 0 1 0 1 0 0 0 0.63 0.75 B C Project Collector Loop Road (NS) at: • Nichols Road (EW) 1 1 0 1 1 0 1 2 0 1 2 0 0.55 0.80 A C Project Collector Road (NS) at: • Nichols Road (EW) 0 0 0 1 0 1 1 2 0 0 2 0 0.53 0.80 A C 1 When a right turn lane 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 - >> = Free Right Turn 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. - 3 Level of Service (LOS) based upon Riverside County criteria. 62 TABLE 10 (CONT'D) FUTURE INTERSECTION CAPACITY UTILIZATION WITH PROJECT INTERSECTION ACjPROACH LANES NORTH- SOUTH- EAST- WEST PEAK HOUR BOUND BOUND BOUND BOUND ICU LO INTERSECTION L T R L T R L T R L T R AM PM AM PM Terra Cotta Road (NS) at: • Nichols Road CEW) 1 1 1 1 1 0 1 2 0 1 2 0 0.50 0.73 A C • Lakeshore Drive (EW) 0 1 0 1 1 0 1 1 1 - 0 1 1 0.76 0.89 C D Machado Street (NS) at: • Lakeshore Drive (EW) -without improvements 1 1 0 0 1 0 0 1 0 1 1 0 0.94 1.31 E F -with improvements 1 1 0 0 1 0 0 2 1 1 2 0 0.60 0.85 A D Riverside Drive (NS) at: • Lakeshore Drive (EW) -without improvements 1 2 0 1 2 0 1 2 1 1 2 0 0.57 1.11 A F -with improvements 2 2 0 1 2 1 1 2 1 2 2 0 0.50 0.87 A D 1 When a right turn lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. 3 Level of Service (LOS) based upon Riverside County criteria. 63 site will operate at Level of Service "F" during the peak hours without improvements. ICU calculation worksheets are provided in Appendix "B" . Exhibits II and JJ show AM and PM peak hour turning movement volumes for future _ traffic conditions with the project, respectively. 3 . Level of Service at Year 2000 With Improvements Year 2000 Intersection Capacity Utilization (ICU) for the future network with the proposed project and with intersection improvements are also shown in Table 10. As - shown in Table 10, intersections in the vicinity of the site will operate at Level of Service "D" or better during the peak hours with improvements. ICU calculation worksheets are provided in Appendix "B" . As development occurs the off-site roadway system will need to be improved to roadway classifications as shown on the City General Plan Circulation Element. The implementation of off-site improvements shall be determined as future entitlements are granted for development in and around the project area. 64 YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT J I� rT' �4 47--7 b ,7,-J r 7e7-1 J L9 142 1 F r -- r--73 - j .�1 JNNERSON per. _ cOl�,S MURDOCK ALBERHILL RANCH .01 I ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT II d5 Robert Kahn , John Kain & Associates, Inc. YEAR 2000 PM PEAK HOUR - INTERSECTION VOLUMES WITH PROJECT r j 1-75 w. ' IL ; — _ 19'06j A Vj J L� — \ 1Q1 \ �✓JJJ P COS �wb `..J_ JNNERSpN 0 tv� � StiO,P ��ti0 PG F MURD K ALRERHILL©C RANCH �ojrt SPECIFIC PLAN Lake Elsinore, California EXHIBIT JJ 6 6 Robert Kahn , JLInc. Kai n & Associates, VI. RECOMMENDATIONS A. Site Access Project roadways should be aligned and sized as illustrated on Exhibit KK. The recommended roadway cross-sections are as follows: Roadway Link Designation Lake Street within 500 feet of Urban Arterial the Nichols Road intersection (130' ROW) Lake Street south of Nichols Major Road transition area (100' ROW) T Nichols Road within 500 feet of Major the Lake Street intersection (110' ROW) Nichols Road east of Lake Street Major transition area (100' ROW) Terra Cotta Road south of Secondary Nichols Road (88' ROW) Project Collector Loop Road Modified Collector (74 ' ROW) Project Collector Road Collector (60' ROW) The project should provide left turn pockets at the following intersections: Street to At Intersection Left Turn Be Striped With Pocket Length Lake St. (NS) "A" Street (EW) 150 ft. "B" Street (EW) 150 ft. Nichols Rd. (EW) Zone 2 Access (NS) 150 ft. "A" Street (NS) 200 ft. "A" St. (E'rl) Lake Street (NS) 100 ft. 67 CIRCULATION RECOMMENDATIONS - Pilk r •/ J I / i// ��•• U 1 F_ ST. �f 1 w• ' I • � I �.1 •f I it O •I I �P B"ST. ADZ LEGEND: PROJECT COLLECTOR LOOP RD. MN = URBAN ARTERIAL W/ DUAL LEFT TURNS (130') ❑❑ = TRANSITION FROM URBAN ARTERIAL TO MAJOR = URBAN ARTERIAL W/ SINGLE LEFT TURNS (120') — TRANSITION FROM URBAN ARTERIAL TO MAJOR 090 = MAJOR W/ DUAL LEFT TURNS (110') 000 = TRANSITION FROM MAJOR-100 TO MAJOR-1 10 •N — S CONDA YSW/ LSINGLE EFTLEFTNTURNSO(88') --- = MODIFIED COLLECTOR W/ SINGLE LEFT TURNS (74') -o—o— = COLLECTOR (60') — Z = TRAFFIC SIGNAL MURDOCK ALBERHILL RANCH �ojrtSPECIFIC PLAN Lake Elsinore, California EXHIBIT KK 68 Robert Kahn, John Kain & Associates, Inc. Nichols Road (NS) 100 ft. Terra Cotta Rd. (NS) Project entrance (EW) 150 ft. The project should participate on a pro-rata basis in the provision of left turn pockets at the following intersections: Street to At Intersection Left Turn Be Striped With Pocket Length Nichols Rd. (EW) Collector St. (NS) 150 ft. Collector St. (NS) Nichols Road- (EW) 200 ft. ' Curb-return type driveways should be constructed at each of the multi-family/commercial access points on Nichols Road and Terra Cotta Road to facilitate ingress/egress to the site. - B. Roadway Improvements 1. On-Site The project should install a traffic signal (see Appendix "C") at the intersection of the Project Collector Loop Road access point on Lake Street and participate on a pro-rata basis to the installation of traffic signals at the following intersections (see Exhibit KK) : Lake Street (NS) at: • Nichols Road (EW) Terra Cotta Road (NS) at: • Nichols Road (EW) Project Collector Loop Road (NS) at: • Nichols Road (EW) 69 Project Collector Road (NS) at: • Nichols Road (EW) - Project Zone 1/Brighton Commercial Joint Access (NS) at: • Nichols Road (EW) Internal circulation should be provided as indicated on Exhibit KK. Traffic signing/striping should be implemented in conjunction with detailed construction plans for the project. 2 . Off-Site As development occurs the measures listed below are recommended to mitigate the impact of cumulative growth on traffic circulation. The implementation of each measure shall be determined as future entitlements are granted for development in and around the project area. a . Improve Lake Street between Nichols Road and the I- 15 Freeway to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. b. Improve Nichols Road between Lake Street and Collier Avenue to a Major cross-section (100 to 110 - foot right-of-way) in conjunction with areawide development. C. Improve Nichols Road between Collier Avenue and the Alberhill Ranch boundary east of the I-15 Freeway to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. 70 d. Improve Lake Street to a Major cross-section (100 to 110 foot right-of-way) south of Nichols Road in conjunction with areawide development. a. Imr)rove Terra Cotta Road to a Secondary cross- section (80 to 88 foot right-of-way) between Nichols Road and Lakeshore Drive in conjunction with areawide development. _ f . Improve Lakeshore Drive to a Major cross-section (loo to 110 foot right..-of-way) east of Lake Street/Robb Road in conjunction with areawide development. g . For Year 2000 traffic conditions, intersection geometrics as recommended in Table 10 should be implemented. The development of the proposed project will help to implement important roadway improvements in the area, including the widening of a portion of Lake Street, Terra Cotta Road and Nichols Road adjacent to the development (see Exhibit KK) . The project could contribute substantially towards a citywide roadway improvement program, as a result of proposed road fees currently being evaluated by the City of Lake Elsinore. To insure that funds from the developer and/or the citywide fee program are appropriately targeted to ongoing circulation needs, we recommend that a development monitoring process be implemented citywide. 71 C. Transportation System Management Actions 1. Off-Site As development in the area occurs, the Lake Elsinore Transit System (L. E.T. S. ) should consider expanding service into the area. 2 . On-Site To encourage ridesharing/transit._ ridership and reduce z- commute trip impacts on access routes to the 1-15 Freeway, a portion of the commercial parking areas should be designated for Park-N-Ride use on weekdays between 6 : 00 AM and 6 : 00 PM if the residential overlay alternative is not implemented. 72 APPENDIX A TRAFFIC COUNT WORKSHEETS TURNNE !:C.EIEA' :2•U4'S :ire Cote 002_271 'P==• M-S Street: LAKES40RE DRIVE r,, _'�c-N Street: MCNAOO STREET S. WEAVER y: Y DATE: Observer: I!cveeents D. ?riaar 31:;ii1 T:ae Frca !Or'.h : -Of East za Sri;:. y ►oc: �e'..:E "ecia RT TuRU LT RT 1PRI. R '4RL o'. LM;, --------------------------------------------------------------------------------------------------------------------------------- 7:OC M 14 6? 0 4 i 0 !!? 9 41 0 56 34! 7:15 34 97 2 6 1 ! _"4 !9 30 ! 79 :79 7:30 29 65 0 1 1 ?7 io 4: 3 =6 :67 7:45 3: :0 ! 2 '_ ! _ 50 15 4 4c :59 T Tm !c8 290 3 i3 4 _ .S: 6: :63 a 15i: :266 4.. OT.._ 9:00 A.•. 49 35 0 3 3 c 9 45 20 56 5 71 236 6:15 =2 47 0 1 _ 0 19 i 46 249 8:30 27 !1 7 0 4 ! 20 40 2 29 240 8:45 35 47 0 i 3 0 1 52 11 34 1 35 _30 NR T07AL 132 !80 0 5 15 ! 3 2!5 75 125 9 Al i0u5 DAY TOTAL 2a0 470 3 '.E i9 4 _ 57! !42 348 i7 431 2271 ?-'-AK ?:P.IC9 AKXYSIS FCR THE °E'I^_?: 7:00 AN - 9:00 Al cAt HP I�+rc ........D:FECTION STO?T . .... ?E?CENTS ... :ROBS ?EAK Hm?. FACTOR R::rt Tn:u Lett Tcta! ?icrt Thru Left ----------------------------------------------------------------------------------------------- 9crt1 ::5 A! .. 6 :5? 3 =A2 '; 64 I East 7:15 Al! ^.56 _: ? '! :' :9 !4 :ouch ':00 All C.E2 ` :.6 t: 424 1 e4 _5 M?st ?:'10 4R 79 :c: 9 .:G 4:1 3? = 59 Entire !nterse.tion Korth 7:00 An 0.75 I08 290 3 a91 :7 ii 1 East G.63 I� 4 t 20 65 20 15 Scut' C.32 ! :51 0 424 ! LU 15 Rest 0.79 ie3 E 250 421 39 2 59 J T:WN: POVE'1EN COUN-5 — Site Cc:e . 00O23271 N-S Street: LAtESNORE DRIYE F;_C, MAC-_ -Y Street: FACHADO STREET — Observer: . S. VEAVER 9.veeents by: Prioary ►,ATE. .At PEp:OD as►aLrSIS =u? T�_ :RIO:: 7:0o aM - o:OC Ar. — DIRECTION S ART P_*At HR ........ YOL0E: ........ FROM PEAK FOUR =A:TDR Rich: ?hru Left Tatal Piclit 7hru Left - ----------------------------------------------------------------------------------------------- ►.crtt 7:;; A! 0.76 11? ?'_7 3 4u2 35 61 1 _as: 7:!5 P C.bb __ 6 3 21 57 14 _ South 7:00 4K C.?2 5 3h i3 4% Wiest 7:00 AN 0.79 :63 0 256 421 39 _ 59 Entire Intersection North 7:00 AM 0.75 106 290 3 401 27 72 1 East 0.63 13 4 3 20 65 20 15 —' So:,th 0.32 5 356 63 42A 84 15 rest 0.79 ;63 9 :5G 421 39 2 59 LAKESHORE DRIVE N . --------------- w—+—E S — l : 619 — . 10? =90 3 . . . . . . . . . . . . ; ------------------* ------------------ . . . . . . . . . . 175 . . . MACHADO STREET 20 4 -------------- 250 -- -- 3 E3 421 MACHADO STREET . . . 16 . . . . . . . . . . 163 -- --- 424 ---- . . . . . . . . . . . . . . . . . . ------------------- ------------------ 6' 'S6 c : - LAKESHOR_ DRIVE 'UfiRINo !SOwIl:5' C7u�"S 14-5 Street: LAKESHORE DRIVE cILE• %.[-L►-A :-0 Street: hA:-ADC STRE_T 'Observer: . S. Y::. R !icveents by: Pr:eny DAT_. 312?/9! %:i: Ott":'fC %;Oure5 !c :�ie Per:ac. 7:%- A! 4:00.P --------------- . .� . . . . . . . . . . . . . rya . . . . 2a0 470 3 . . . . . . . . . . . . : --- -------------* *----------- ----- --- 71 3 ---- . . . . . . . . . . ' U1 ------------------ STREET 1 19 -------------- 4 4 ;7 '96 MAC!-'.ACC STR=E:T . . . -------------- ------------------ . . . . . . . . . . . . . . . . . . 29 . . . . . . . . . . �42 -- --- 721 ---- . . . . . . . . . . . . . . . . . . --------------- -* x------------------ _4? `_7 2 e22 . . . : LAKESHORE DRIVE 'Jr!tIN6 QVINEXT, !01x"5 Site :ode N-S Street: LAKESHORE DRIVE �E-Y Street: UNADO STREET Observer: . S. t.EAVER !tovesents by: Pritarr DATE: 3/2119. ~-------------- 'its :ru kcra Fr_c Eas: Free _z0h -rue W?51 9e;in E' TAR:' _T RT TRU _v ;' -------------------------------------------------------------------------------------------------------------------------------- 4:00 ?" !Q E9 _ ! 0 'S 4i _ 13 ?t4 4:!! 41 102 4 2 9 4 c 79 4E 37 4:30 66 !99 2 3 2 2 76 50 73 ? 27 416 4:15 !? 2! 4 '9 49 .9 .c '6 37! `R TOTAL --- -°j -. 9 :9 :5 6 310 Ise :2= 5 5:00 ?F !i 64 0 3 _ 2 5 97 59 43 5 25 379 5:15 99 104 ! _ _ / 9! 14 51 a 1° 367 _ 5:30 5? 1!b 2 5 5 3 1 48 50 0 21 3% 5:45 49 1:1 4 1 6 3 1 69 ' 42 50 1 14 I51 MR TOTAL ?06 415 7 11 18 9 10 3A5 193 194 6 79 I493 ---------------------------------------------------------------------------------------------------------------------------------- DAY TCTAL 424 e09 18 20 36 24 16 655 3ei 418 :4 !62 2977 PEAK PERIOD ANALYSIS rOR THE ?ERIC": 4:00 ?m - t:00 ?" DIR. ON START PEAK 4-r. ........ Va u"ES ........ .... ?ER:ENtS ... FPO" PEAK 4UR FA.TDE Ri;ht Taru Left 'ct:i Rict:t Thru Left Wtt: 5:00 P' C.40 206 415 7 S?? 33 it 1 :15t 4:00 PR 0.70 9 :8 15 4: 2! 43 36 Scuth 4:45 =.11 G.9E 9 3`-5 2DO 564 2 6; 35 _ k?st 4:30 pl. 0.5i :36 iG 87 133 71 3 26 :a`ire interse::icr: %a-th 4:30 P! 0.97 218 391 5 bi+ 35 64 1 East 0.71 i :3 ;i ?4 42 29 ::ctF 0.96 :0 U 202 `.55 ? 62 36 test 0.81 236 10 87 333 71 3 26 J . Ii-S :tree:: !Av'Bi VRE SNE -Y ::fee:: `.A':HAD2 c:R�'T Caservef. S. ►cGV;? ",veaennz. D7: °-:ea•• JATr: 312?r?2 ---------------------------------------------------------------------------------------------------------------------------------- AF- :7�1� 7C A( 3{(•il•' '4�I�P '!1C~t -i.f:! :e': �:a'. Rj�^,�; 'e.0 .[a. ---------------------------------------------------------------------------------------------- ? :cat. •:;° �. L pD a ;�5 :?C� :�� = :? 15 Mo... :::G P' ".E7 Ent --� :3 4 .: 24 42 .4 wC c- ——————————————— —;—_ . . . . . . . . . . . . . . S �•} . . . . . . . . . . . . === 5 . . . . . . . . . . . . . ------------------ *------------------ . . . . . . . . . . 4—_ ------------------ . . . "A=HA_n cTP=cT ------------------ ------------------ 2? -- -- 9 To ------------------ . . . . . . . . . . . . . . . . . . =5 . . . . . . . . . . ———— . . . . . . . . . . . . . . . . . . ——————————————————Y iC—————————————————— . . . . . . . . . . . . . — __ _ — : 1 Cl Des?rYe�. �. i_�V_� ` •E2?^.S ? - :�:'1 "'T . .�[ ---------------------------------------------------------------------------------------------------------------------------------- --------------- -t-c -' c i . . . . . . . . . . . . . ------------------Y *------------------ . . . . . . . . . . . . . . . . . ------ �,l Z.� -------------- 24 �!—R R9=T _ -------------- . . . ------------------ . . . . . . . . . . . . . . . . . . GS . . . . . . . . . . 9 -- --- ---- . . . . . . . . . . . . . . . . . . — -- ------------------ _S — --------------- - J - -n K S-C l3VEC:N i COUNTS R-s street: LACESMOFE DRIVE =1LE: RV-_4(-A E-Y Street: PNERSIDE DRIVE observer: : F. MI NE !-vesents :Y: 'risarY )ATE: Tia? -'GS WES: F'?t %:rth F-21 List :,Ot 5-.6tt e Be. R' TRRV R' T4o RT i3;' :1 :T 7.4;: _ ---------------------------------------------------------------------------------------------------------------------------------- 7:0Y Al -- 27 32 :6 17 ':15 24 t0 42 :7 20 20 : 3 4 !2 !T 26, _ ?:30 2! 19 31 Is 27 3: 18 4! 3 19 Ib 2e? 7:45 21 46 29 :5 :2 :! 47 _ 0 iR T.7 4L 2! 162 !74 62 95 9E 5: :90 10 60 6' 1CN MG AM 1'- 3° :e ;? 22 22 9, 43 0 2 .2 :6 212 S:15 2: 34 U ° 25 :' S 4.- 0 4 19 2? '64 9:3G 35 48 '2 17 34 14 3!� .4: 3 ! 23 15 290 8:45 S9 44 33 17 61 25 15 � 6 0 31 43 361 4R TO-A! !1! 165 !41 54 142 99 54 102 9 7 eS 96 !!!5 y DAY i:TAL !99 ;:' _75 :!= 231 !se —I! :12 ^` !7 I45 16' 2!'9 TEAK 9LR;CD ANA:YEIS FSP. TPE P:210:: 7:00 AN - SOO AN nigEr:� s o; ........ @:L"SLS ........ .... °-.CENTS ... .D!t A�i -AL 4R Y _ Ra! PEAK i5JR =M:TD. Riq^! Tnre _2tt iota'. .;ant ihru Left ----------------------------------------------------------------------------------------------- :es: E:00 4!1 Mc !!1 B! !4! ti' :% 40 34 e:00 AM 0.7! 54 142 oq :?5 !9 q 34 East 7:00 A M3 5^ !?0 3 25b :0 74 6 :Oit.`. t:OG AP 3.54 1 e5 °6 '99 4 45 EOL•re i^:e.ceCL•On West e:00 AM, 0.90 1'_1 !65 '-41 417 27 40 ;4 North 0.71 54 112 99 255 16 4e 34 East M! S4 M 9 255 2` 7! 4 south 0.64 7 e5 95 :89 4 45 51 T T. 1'_r{N11c RCVE":N? CCUN?S Site C:ee N-S Street: :A[_S:iO3E MYE - E-Y Sir?et: P.:1'EP.SIDE DP;VE _ observer: ° 19UONE ".msents by: Pri:ary �47=• 4%IIl9 -------------------------------------------------------------------------------------------------------------------------------- c-r4t -rPIr? G►ik: :Do 7-1E r=r1 P: 7:00 A.' - 5:0C Ar low STA---- 4R ........ VC-1 r.E_ ........ .... �-. ... =q0' ?:-At PC':= =A;'Ofi P.icht 1`,.►u Left Total 'a;cr: "a►L :eft ----------------------------------------------------------------------------------------------- :est ::CC A' C.9C ::: :t5 141 L17 :' C, 34 4 r::s E:90 AN C.7: 54 :4'. 99 2;5 .= t' 34 — Scctn ::oc• 4.1 0.64 7 ?; ?h ; 123 a 45 S1 Entire Intersection hest P:00 AA 0.90 111 '.55 I11 417 27 40 34 Ncrth 0.71 54 142 94 205 18 4c 34 East ^.?: A iKe 4 2=5 i5 ?: 4 :C1th 0.S4 ? -- 45 1?3 t 4: 51 R i Vc= I n= rR 1 VE . . 14.' --------------- S---N c — . .� . . . ._. . . . . . . , 332 . . . . i . . . . . . . . . . . . ------------------# Y------------------ . . . . . . . . . . . . . . . . . . ——— .317 ———— -- 54 . . . . . . . . . . 2c2 . . . LAKESHORE DRIVE 2295 142 --------------- 96 -- -- 99 ------------------ : ------------------ 85 189 LAKESHORE DRIVE . . . 290 0 . . . . . . . . . 7 -- --- 255 ---- . . . . . . . . . . . . . . . . . . ------------------* *------------------ 9 :?2 64 . . . . . . . . . . . . . . : RIVERSIDE DR I vE TURNAS ROVE'Eli' COUNTS Site Ec9e C5412C'_1 'A°�� '• N-S Street: LAC-SHORE D;;VE RILE: RV-LAK-A -N;E-V Street: RIVERSIDE DRIVE 'Observer: : P. TRUOMo Kevesee'.s by: Prisary LATE: //11:91 • Dotal ?urn:nc Velur!s `.cr the =er:ot: ?:Ot A! - 9:00 AN W --------------- ; - - - : S---N : . .+. . . . . . . . . . . . .`a . . . . . . . . . 199 Z 2 7 275 . . . . . . . . . . . . . ------------------* x------------------ . --- 601 ———— . . . . . . . . . . 462 ------------------ . . . _AKESI-"Jac DRIVE 54- _'8 ——————————————— } 163 -- -- 188 -4� LAKESHORE DRIVE . . . --------------- . - . ------------------ 534 . . . . . . . . . . 17 — --- 511 ---- . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . T ——————————————— —* —————————————————— 25 372 114 RIVERSIDE DRIVE . . . . . --------------- Site Zode . 43260023 PA N-S Street: LAKES?ORE DRIVE ` 1 —'%,E-N Street: RIVERSIDE OP.:VE F!LE: ?V-_A. Observer: . D. MAnTC-?ANO bveG?r.ts 2t: P'aa"Y ,aT:, • , ..i_bi 91 -------------------------------------------------------------------------------------------------------------------------------- T:se -cz North .. _aSt .G L'.� .._ kest - ----------------------------------------'-_---_--_------------------------------. ' _'C: 6E c 4:15 60 5C 12 ,3 4:30 62 7' 2B :1 :t `_ 79 14 47 c8 57 :C0 HR TOTAL -74 - === -�- ='•= 5:00 ?. - 56 2 4 { 76 4: :1 ?C :e _:a 5:15 be c 40 ic S:IO 62 4i ?: 48 3 ` 6s.. 60 2b A 45 497 5:45 55 46 25 29 59 8 7 40 '`'56 46 56 3? 464 HR TOTAL 249 204 124 129 2:i 20 16 255 210 145 .142 173 2�1: ---------------------------------------------------------------------------------------------------------------------------------- NY TO'•A; 47. '55 271 270 `•i9 5E 47 '.?'. 7 S ? 5 52 2 .:5 - �• - 45.3 o_U 2:219D 444-1 :;: :D? Tyr :RIO2: 4:00 0! - STAot LEAK Q ........ V:LUFcc ........ .... r:2r-:YT9 ... :AL HLR ;A[ OR r:7h: iC, Le" ctiI - ;fit TCfU !e$t --------------------------------------------- --------------------------------------------------- :ast 1:00 ..90 14? 29E :0 4tb ;? 52 5 Scutr. 4:0;, P! :.91 :c ::7 294 157 4 51 45 kcst 1:70 LIP 0.54 :94 214 741: 630 79 40 :1 + Entire Intersection Nortn 4:00 P, 0.97 224 251 1:3 629 36 40 N East 0.90 14: 299 36 :66 :0 52 8 South ko - ��� -- 657 4 51 45 _ Nest 0.94 :94 274 212 190 29 40 31 J TURNING %OVERENT c^_WS Sate csde . 4'::500:3 N-S Street: :AKESNGRE NNE FILE: RV-LA[-P _'NE-Y Street: R'.i'ERSUE DRIVE - observer: : D. OARTDRAW Rovesents by: Priaary SATE: 3/ib141 -------------------------------------------------------------------------------------------------------------------------------- FEAK P:P.:DD Ak4_TS:: FOR THE P:012?: 4:0C PH - A-00 P` D1N:2TI2x STAF1 ?.At i+.R ........ YO-'Ls ........ -ROr PEAK 40LIF FACTOR Right Thrl Le`.t Iata1 R;oht Thrc Left --------------------------------—------------------------------------------------------------- Y EtSt 1:00 °i C.9C 142 298 36 46t 3C 62 r -ut . (test 4:00 ?" 0.94 194 274 212 680 ?9 40 31 Y � Entire intersect:an North 4:00 ?h 0.77 224 251 153 628 ` 36 40 24 East ^.90 142 288 36 466 30 62 8 Ststh t.91 26 337 294 657 4 51 45 test C.9; 194 274 21.2 620 :9 40 31 LAKESHORE DRIVE �- --------------- W-+-E S . . . . . . . . . . . . . .� 691 224 153 . . . . . . . . . . . . : _ ------------------* *------------------ . . . : . . . . . . . . . . . . . . . . . . --- �2e ---- -- 142 . . . . . . . . . . 806 . . . RIVERSIDE DRIVE 466 288 .r. . . --------------- 212 -- -- 36 274 08O RIVERSIDE DRIVE . . . ------------------ : . . . . . . . . . . . . . . . . . . 4___3 . . . . . . . . . . 194 -- --- 657 ---- . . . . . . . . . . . . . . . . . . ------------------* ;------------------ cS^ 377 2� : . . . . . .. . . . . . . . . . . . . . . . . . . : . . • . . . . . . . . LAB SHORE CgTVE a._ J TU'R6:N: 10VE-4EXT COUNTS Site Code : 43260023 N-S Street: LAKESHORE DRIVE FILE: RV-LAK-. - �E-M Street: RIVERSIDE DRIVE _ 3bserver: : 0. MAP.TORANO !ovecents by: Prisary DATE: 3/16M 'eta: ?ernlnc Vo!,ses for the Per:c:: 4:OC Pr - E:00 Pp 4 _AF`—zSl—i3 VE . . N : ——————————————— S . . . . . . . . . 147 — 473 455 277 ; . . . . . . ... ?— • ' ------------------ ------------------ . . . . . . . . . . . . . . . . . . --- .205 ---- -- 270 . . . . . . . . . . 1565 . . . . . . . . . . . . . . . . . . . . . R7-MERSIDE DRIVE 845 519 ------------------ —————————————————— 335 -- -- 56 `?A- 1246 RIVERSIDE 'DRIVE --------------- ------------------ 841 . . . . . . . . . . 339 -- ——— 1207 ———— .. ------------------* ------------------ 57_ 59= 42 . 850 !4KESNORE DRIVE . . . . --------------- ; TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND 1-t5 FWY- We RAMPS (EW) FROM to PM _ WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N t 1 0 d L� 0 2 LJ u- 0 0 m = m 3 D O 0 0 of _ Ln ~ 0 40 w W 0J Q cy— F— F— V) (N 502 4 0 LEFT THROUGH RIGHT STREET fORM " TRANSCOUNT INTERSECTION VOLUME COUNT AREA RNERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM AND I-15 FWY. WB RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT = N 1 2 0 F- a 0 1 Z O O m = 3 C 3 0 0 0 0 Q �n ~ kn w = 0 28 w w 0 w w x - J = V) V 162 2 0 LEFT THROUGH RIGHT STREET FORM 8 TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND 1-15 FWY. EB RAMPS (EW) FROM to PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 0 50 2 a 2 0 CL J tY Z 0 O m w O 0 00 w 2 = Ln 'n I I Li Li134 0 w w L V) 0 506 36 LEFT THROUGH RIGHT STREET FORM C TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES_ INTERSECTION OF LAKE ST. (NS) FROM to AM AND 1-15 FVY_ EB RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 0 20 2 a 1 0 � w CL w z `` 0 o m = m w w �O 0 0 O LO 2 = �n ~ I ~ W w 0 518 0 uj uJ V) N N 0 202 22 LEFT THROUGH RIGHT STREET FORM o TRANSCOUNT INTERSECTION VOLUME COUNT AREA RNERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND TEMESCAL CYN. RD. (EW) FROM t0 ?M WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 24 174 0 tz 20 0 CD 2 = U � 0 0 0 0 � O LJ w F- 16 0 W LLJ (N 16 512 0 LEFT THROUGH RIGHT STREET roan E TRANSCOUNT INTERSECTION VOLUME COUNT AREA RNERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM _ AND TEMESCAL CYN. RD. (EW) FROM 5:00 Vto_6.00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 20 514 0 20 0 CD J x 0 _ cr Z = T U � � 0 0 0 U = _ W I--- f— M W wH 32 0 w N 14 208 0 LEFT THROUGH RIGHT CTRV7c-T FORM F ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 6/12/91 DAY WEDS. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM _ AND NICHOLS RD. (EW) FROM to _PM WEATHER CLEAR OBSERVER RKJK, INC. STREET LAKE ST. RIGHT THROUGH LEFT N 0 195 1 w0 1 O 0 0 0O x J F- F-- 2 _U Z w0 1 Lj Li J � � � H N V) 0 490 1 LEFT THROUGH RIGHT STREET FORM 0 ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 6/11/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) - FROM to AM AND NICHOiS RD. (EW) FROM 5:00 to 6:00 _PM WEATHER CLEAR OBSERVER RKJK, INC. STREET LAKE ST. RIGHT THROUGH LEFT N 0 580 3 0 1 J (If 0 0 0 O - U_ Z W w 0 1 Lj w ck: J 2' V) V) 0 253 1 _ LEFT THROUGH RIGHT - T R F FT FORM H TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM 7:00 to 8:00 AM AND I-15 FWD. W8 RAMPS (EW) FROM _ to_ FM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEFT N 6 4 0 � CL w p 2 c� L� Z O O — 3 O 0 0 0 = F- LO � I _ W C� 0 4 uJ V (n 1 6 0 LEFT THROUGH RIGHT STREET FOR" TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 — DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM to AM _ AND 1-15 FWY. WB RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEFT N 2 2 0 _ F- - a 0 1 Z m = 30 O m 3 O 0 0 O - w 2 O 4 Lif- w 0 w w N 1 6 0 - LEFT THROUGH RIGHT STREET FORM J TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 _ DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM 7:00 to 8:00 AM _ AND I-15 FW`.'. EB RAMPS (E-W) FROM to PM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEFT N 0 2 4 f— d 2 0 w a < LL � Z O O 2 = co � mW — w 0 � I I w ~ w 4 0 Lj Lj w J � (/) (n 0 4 1 LEFT THROUGH RIGHT STREET FORM K TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 — DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM to AM _ AND I-15 FWY. EB RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEFT N 0 10 2 _ � w 6 0 cl J Q Z 0 — O _ ? Ld m mW � 0 0 O - I I uj 6 Li C7 0 w 0 LEFT THROUGH RIGHT — CTRC:'GT FORM L TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 _ DAY TUES_ INTERSECTION OF TERRA COTTA RD. (NS) FROM 7:00 to 8:00 AM _ AND LAKESHORE DR. (EW) FROM to PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET TERRA COTTA RD. RIGHT THROUGH LEFT N 1 1 6 2 w 6 6 0 J � p 258 424 0 � � o f-- ►- W w = 2 16 w w w J 2 (n 10 1 30 LEFT THROUGH RIGHT STREET FORM M TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 — DAY TUES. INTERSECTION OF TERRA COTTA RD. (NS) FROM to AM _ AND LAKESHORE DR. (L-W) FROM 5:0o to 6:00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET TERRA COTTA RD. RIGHT THROUGH LEFT - N 4 1 2 _ 20 10 J � 0 560 332 0 cr 0, 0 �- w Lj 4 54 w Li C� Lj W �v J of H F-- N N — 1 1 52 LEFT THROUGH RIGHT - STREET FDFU N T T APPENDIX B ICU CALCULATIONS T 7 a T t -� .., .. Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 502 0. 30* NT 1. 0 1700 4 0. 30 NR 0. 0 1700 0 0. 00 SL 0. 0 1700 0 0. 00 ST 1. 0 1700 1 0 . 01* SR 0. 0 1700 1 0. 01 EL 0. 0 1700 --,0 0. 00* - ET 0. 0 1700 0 0 . 00 ER 0. 0 1700 0 0. 00 WL 0. 0 1700 40 0 . 02 WT 1. 0 1700 0 0. 02* WR 0. 0 1700 2 0. 01 Sum of Critical Movements = 0 . 38 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0 . 0 1700 162 0 . 10* NT 1. 0 1700 2 0. 10 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0 . 00 ST 1. 0 1700 2 0. 01* SR 0. 0 1700 1 0. 01 EL 0. 0 1700 0 0 . 00* ET 0 . 0 1700 0 0 . 00 ER 0 . 0 1700 0 0 . 00 WL 0. 0 1700 2.8 0 . 02 WT 1. 0 1700 0 0. 02* - WR 0. 0 1700 1 0. 01 Sum of Critical Movements = 0. 18 + _ * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing _ AM Intersection Capacity Analysis V/C _ Move Lanes Capacity Volume Ratio ------- ----- --•------ ------ ------- NL 0 . 0 1700 0 0. 00 _ NT 1. 0 1700 506 0. 32* NR 0 . 0 1700 36 0 . 02 SL 0 . 0 1700 2 0. 01* ST 1. 0 1700 50 0. 03 SR 0 . 0 1700 0 0 . 00 EL 0. 0 1700 2 �- 0 . 01 ET 1. 0 1700 0 0 . 08* ER 0. 0 1700 134 0 . 08 WL 0. 0 1700 0 0 . 00* WT 0 . 0 1700 0 0. 00 WR 0 . 0 1700 0 0 . 00 Sum of Critical Movements = 0 . 46 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0. 00 NT 1. 0 1700 202 0 . 13* NR 0 . 0 1700 22 0 . 01 SL 0 . 0 1700 2 0 . 01* ST 1. 0 1700 20 0 . 01 _ SR 0 . 0 1700 0 0. 00 EL 0 . 0 1700 1 0. 01 ET 1 . 0 1700 0 0 . 31* ER 0. 0 1700 518 0 . 30 WL 0 . 0 1700 0 0. 00* WT 0. 0 1700 0 0 . 00 WR 0. 0 1700 0 0 . 00 Sum of Critical Movements = 0 . 50 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio NL 0. 0 1700 16 0 . 01 NT 1. 0 1700 512 0. 31* NR 0. 0 1700 0 0. 00 SL 0. 0 1700 0 0. 00* ST 1. 0 1700 174 0 . 12 SR 0. 0 1700 24 0 . 01 EL 0. 0 1700 0 . 01 ET 1. 0 1700 0 0. 02* ER 0. 0 1700 16 0. 01 WL 0 . 0 1700 0 0. 00* WT 0. 0 1700 0 0. 00 WR 0 . 0 1700 0 0. 00 Sum of Critical Movements = 0. 38 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 14 0 . 01* NT 1 . 0 1700 208 0 . 13 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0. 00 ST 1 . 0 1700 514 0 . 31* SR 0 . 0 1700 20 0 . 01 EL 0. 0 1700 20 0 . 01 ET 1 . 0 1700 0 0 . 03* ER 0. 0 1700 32 0. 02 WL 0. 0 1700 0 0 . 00* WT 0. 0 1700 0 0 . 00 WR 0 . 0 1700 0 0 . 00 Sum of Critical Movements = 0 . 40 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0 . 00 - NT 1. 0 1700 490 0 . 29* NR 0 . 0 1700 1 0. 01 SL 0. 0 1700 1 0. 01* ST 1 . 0 1700 195 0. 12 SR 0 . 0 1700 0 0. 00 EL 0 . 0 1700 Dry- 0 . 00* ET 0 . 0 1700 0 0. 00 ER 0 . 0 1700 0 0 . 00 WL 0 . 0 1700 1 0. 01 WT 1 . 0 1700 0 0. 01* WR 0 . 0 1700 1 0 . 01 Sum of Critical Movements = 0. 36 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio _ ------ ----- -------- ------ ------- NL 0 . 0 1700 0 0 . 00* NT 1 . 0 1700 253 0 . 15 NR 0. 0 1700 1 0 . 01 SL 0 . 0 1700 3 0 . 01 ST 1. 0 1700 580 0. 34* SR 0. 0 1700 0 0. 00 EL 0 . 0 1700 0 0. 00* ET 0 . 0 1700 0 0 . 00 ER 0 . 0 1700 0 0. 00 WL 0 . 0 1700 1 0. 01 WT 1 . 0 1700 0 0. 01* WR 0. 0 1700 1 0. 01 Sum of Critical Movements = 0 . 40 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 1 0. 01* NT 1. 0 1700 6 0. 01 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0. 00 ST 1. 0 1700 4 0. 01* SR 0. 0 1700 6 0 . 01 EL 0. 0 1700 �0 0 . 00* ET 0. 0 1700 0 0. 00 ER 0. 0 1700 0 0. 00 _ WL 0. 0 1700 4 0. 01 WT 1. 0 1700 0 0. 01* WR 0 . 0 1700 2 0. 01 Sum of Critical Movements = 0 . 08 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0 . 0 1700 1 0 . 01* T NT 1. 0 1700 6 0. 01 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0. 00 ST 1. 0 1700 2 0 . 01* SR 0. 0 1700 2 0. 01 EL 0 . 0 1700 0 0. 00* ET 0. 0 1700 0 0 . 00 ER 0 . 0 1700 0 0 . 00 WL 0 . 0 1700 4 0. 01 WT 1 . 0 1700 0 0 . 01* - WR 0 . 0 1700 1 0 . 01 Sum of Critical Movements = 0 . 08 + _ * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ Intersection: Nichols Road (NS) / I-15 FVY EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0. 00 _ NT 1. 0 1700 4 0. 01* NR 0 . 0 1700 1 0. 01 SL 0 . 0 1700 4 0 . 01* ST 1 . 0 1700 2 0. 01 SR 0. 0 1700 0 0. 00 EL 0 . 0 1700 21-- 0 . 01* ET 1 . 0 1700 0 0. 01 ER 0. 0 1700 4 0. 01 WL 0 . 0 1700 0 0. 00 WT 0 . 0 1700 0 0. 00* WR 0 . 0 1700 0 0 . 00 Sum of Critical Movements = 0 . 08 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0 . 00 NT 1. 0 1700 1 0 . 01* NR 0 . 0 1700 8 0 . 01 SL 0 . 0 1700 2 0 . 01* ST 1. 0 1700 10 0 . 01 SR 0. 0 1700 0 0. 00 EL 0. 0 1700 6 0. 01* ET 1. 0 1700 0 0 . 01 ER 0. 0 1700 6 0 . 01 WL 0 . 0 1700 0 0 . 00 WT 0. 0 1700 0 0 . 00* WR 0 . 0 1700 0 0. 00 Sum of Critical Movements = 0 . 08 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval % Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 10 0 . 01 NT 1. 0 1700 1 0. 02* NR 0 . 0 1700 30 0. 02 SL 1. 0 1700 6 0. 01* ST 1. 0 1700 1 0. 01 SR 0. 0 1700 1 0. 01 EL 1 . 0 1700 _ 6 0 . 01* ET 1. 0 1700 258- 0. 15 ER 1. 0 1700 2 0. 01 WL 0. 0 1700 16 0. 01 - WT 1. 0 1700 424 0 . 26* WR 1. 0 1700 6 0 . 01 Sum of Critical Movements = 0 . 35 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 1 0 . 01 NT 1. 0 1700 1 0. 03* NR 0. 0 1700 52 0. 03 SL 1. 0 1700 2 0. 01* ST 1. 0 1700 1 0. 01 SR 0. 0 1700 4 0 . 01 EL 1. 0 1700 20 0 . 01 ET 1. 0 1700 560 0 . 33* ER 1. 0 1700 4 0 . 01 WL 0 . 0 1700 54 0 . 03* WT 1. 0 1700 332 0 . 23 T WR 1. 0 1700 10 0. 01 Sum of Critical Movements = 0 . 45 + _ * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C - Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 1. 0 1700 250 0. 15* - NT 1 . 0 1700 8 0. 10 NR 0 . 0 1700 163 0. 10 SL 0. 0 1700 3 0 . 01 ST 1 . 0 1700 4 0 . 01* SR 0. 0 1700 13 0. 01 EL 0. 0 1700 3 -1 0 . 01 ET 1. 0 1700 290 0. 24* ER 0. 0 1700 108 0. 06 WL 1. 0 1700 63 0. 04* WT 1. 0 1700 356 0. 21 WR 0 . 0 1700 5 0 . 01 Sum of Critical Movements = 0. 49 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio _ ------ ----- -------- ------ ------- NL 1. 0 1700 87 0 . 05 NT 1. 0 1700 10 0 . 14* NR 0 . 0 1700 236 0 . 14 SL 0. 0 1700 9 0. 01* ST 1. 0 1700 13 0. 02 SR 0. 0 1700 9 0 . 01 EL 0 . 0 1700 5 0 . 01 ET 1. 0 1700 391 0 . 36* ER 0. 0 1700 218 0. 13 WL 1 . 0 1700 202 0. 12* WT 1 . 0 1700 343 0 . 21 WR 0. 0 1700 10 0 . 01 Sum of Critical Movements = 0. 68 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 1. 0 1700 141 0. 08* NT 2 . 0 3400 165 0. 08 NR 0. 0 1700 111 0. 07 SL 1. 0 1700 9 0. 01 ST 2 . 0 3400 182 0 . 07* SR 0. 0 1700 64 0 . 04 EL 1. 0 1700 99 0. 06 ET 2 . 0 3400 142 0. 04* ER 1 . 0 1700 54 0. 03 WL 1. 0 1700 96 0. 06* WT 2 . 0 3400 85 0 . 03 WR 0. 0 1700 7 0 . 01 Sum of Critical Movements = 0 . 30 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 1 . 0 1700 212 0 . 12* NT 2 . 0 3400 274 0 . 14 NR 0. 0 1700 194 0. 11 - SL 1 . 0 1700 36 0 . 02 ST 2 . 0 3400 288 0 . 13* SR 0. 0 1700 142 0 . 08 EL 1 . 0 1700 153 0. 09 ET 2 . 0 3400 251 0 . 07* ER 1 . 0 1700 224 0 . 13 WL 1. 0 1700 294 0 . 17* WT 2 . 0 3400 337 0 . 11 WR 0 . 0 1700 26 0 . 02 Sum of Critical Movements = 0. 54 + _ * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 929 0 483 1412 0. 83 NT 1. 0 1700 7 0 879 886 1. 35* NR 0 . 0 1700 0 0 0 0 0. 00 SL 0 . 0 1700 0 0 0 0 0. 00* ST 1 . 0 1700 1 0 ._ 181 182 0. 16 - SR 0. 0 1700 1 0 -z82 83 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 74 0 209 283 0. 17 WT 1. 0 1700 0 0 0 0 0. 45* WR 0. 0 1700 3 0 471 474 0. 28 Sum of Critical Movements = 1. 85 + PM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 299 0 707 1006 0. 59* NT 1 . 0 1700 3 0 233 236 0. 73 NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1 . 0 1700 3 0 734 737 0. 67* SR 0 . 0 1700 1 0 392 393 0. 23 EL 0 . 0 1700 0 0 0 0 0 . 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 51 0 216 267 0. 16 WT 1 . 0 1700 0 0 0 0 0. 23* WR 0 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1. 54 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing -- AM Intersection Capacity Analysis V 0 L U M E S -------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 - NT 1. 0 1700 936 0 891 1827 1. 19* NR 0. 0 1700 66 0 136 202 0. 12 SL 0. 0 1700 3 0 82 85 0. 05* ST 1. 0 1700 92 0 308 400 0. 29 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 3 0 471 474 0.28 ET 1. 0 1700 0 0 0 0 0. 68* ER 0. 0 1700 248 0 433 661 0. 40 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 97 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 373 0 827 1200 0.88* NR 0 . 0 1700 40 0 247 287 0. 17 SL 0. 0 1700 3 0 392 395 0. 23* ST 1. 0 1700 37 0 558 595 0. 58 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 1 0 113 114 0. 07 ET 1. 0 1700 0 0 0 0 1. 11* ER 0. 0 1700 958 0 815 1773 1. 04 WL 0. 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 - WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 2 . 27 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 29 0 188 217 0. 13 NT 1. 0 1700 947 0 905 1852 1. 30* NR 0 . 0 1700 0 0 133 133 0. 08 SL 0. 0 1700 0 0 269 269 0. 16* ST 1. 0 1700 322 0 404 726 0. 65 SR 0. 0 1700 44 0 -68 112 0. 07 EL 0. 0 1700 37 0 76 113 0. 07 _ ET 1. 0 1700 0 0 45 45 0 . 21* ER 0. 0 1700 29 0 172 201 0. 12 WL 0 . 0 1700 0 0 24 24 0. 01* WT 0 . 0 1700 0 0 8 8 0.05 WR 0. 0 1700 0 0 46 46 0. 03 Sum of Critical Movements = 1.73 + PM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 25 0 263 288 0. 17* NT 1. 0 1700 384 0 787 1171 0.88 NR 0 . 0 1700 0 0 31 31 0. 02 SL 0. 0 1700 0 0 64 64 0. 04 ST 1. 0 1700 951 0 1240 2191 1.39* SR 0. 0 1700 37 0 69 106 0 . 06 EL 0. 0 1700 37 0 63 100 0. 06 - ET 1. 0 1700 0 0 11 11 0. 28* ER 0. 0 1700 59 0 298 357 0. 21 WL 0. 0 1700 0 0 113 113 0. 07* WT 0. 0 1700 0 0 37 37 0. 22 WR 0 . 0 1700 0 0 224 224 0. 13 Sum of Critical Movements = 1.96 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval - Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 906 0 606 1512 0 . 92* NR 0. 0 1700 1 0 41 42 0. 03 SL 0. 0 1700 1 0 92 93 0. 06* ST 1 . 0 1700 360 0 319 679 0. 46 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 1 0 84 85 0. 05 WT 1 . 0 1700 0 0 0 0 0. 09* WR 0 . 0 1700 1 0 67 68 0. 04 Sum of Critical Movements = 1. 12 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 1. 0 1700 468 0 538 1006 0. 66 NR 0. 0 1700 1 0 122 123 0. 07 SL 0 . 0 1700 5 0 71 76 0. 05 ST 1. 0 1700 1073 0 711 1784 1. 09* SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 1 0 80 81 0 . 05 WT 1. 0 1700 0 0 0 0 0. 10* WR 0. 0 1700 1 0 88 89 0. 05 Sum of Critical Movements = 1. 24 + * denotes_ critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 1 0 76 77 0. 05 NT 1. 0 1700 11 0 1134 1145 0 .72* NR 0 . 0 1700 0 0 0 0 0 . 00 - SL 0. 0 1700 0 0 0 0 0. 00* ST 1. 0 1700 7 0 217 224 0. 19 - SR 0 . 0 1700 11 0 = 82 93 0. 05 EL 0. 0 1700 0 0 0 0 0 . 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 7 0 190 197 0 . 12 - WT 1 . 0 1700 0 0 0 0 0 .40* WR 0 . 0 1700 3 0 472 475 0 . 28 Sum of Critical Movements = 1 . 17 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 1 0 177 178 0. 11* NT 1 . 0 1700 11 0 340 351 0.31 NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1 . 0 1700 3 0 1006 1009 0. 83* - SR 0 . 0 1700 3 0 393 396 0. 23 EL 0 . 0 1700 0 0 0 0 0. 00* - ET 0 . 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 7 0 568 575 0. 34 WT 1. 0 1700 0 0 0 0 0.41* WR 0 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1. 40 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0 . 00 _ NT 1. 0 1700 7 0 738 745 0. 61* NR 0. 0 1700 1 0 298 299 0. 18 _ SL 0. 0 1700 7 0 82 89 0. 05* ST 1. 0 1700 3 0 325 328 0. 25 SR 0 . 0 1700 0 a 0 0 0. 00 EL 0. 0 1700 3 0 472 475 0. 28 ET 1 . 0 1700 0 0 0 0 0. 32* ER 0. 0 1700 7 0 61 68 0. 04 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 03 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00* NT 1. 0 1700 1 0 404 405 0. 51 NR 0 . 0 1700 14 0 445 459 0. 27 SL 0. 0 1700 3 0 393 396 0. 23 ST 1 . 0 1700 18 0 1181 1199 0. 94* SR 0 . 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 11 0 113 124 0. 07 ET 1. 0 1700 0 0 0 0 0. 20* ER 0 . 0 1700 11 0 200 211 0. 12 WL 0 . 0 1700 0 0 0 0 0 . 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 19 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 18 0 0 18 0. 01 NT 1 . 0 1700 1 0 0 1 0 . 04* NR 0. 0 1700 55 0 0 55 0 . 03 SL 1. 0 1700 11 0 239 250 0. 15* ST 1. 0 1700 1 0 0 1 0. 02 SR 0 . 0 1700 1 0 30 31 0. 02 EL 1. 0 1700 11 0 90 101 0. 06* ET 1. 0 1700 347 0 17 364 0.21 - ER 1 . 0 1700 3 0 0 3 0 . 01 WL 0 . 0 1700 29 0 0 29 0. 02 WT 1 . 0 1700 488 0 95 583 0 . 36* WR 1 . 0 1700 11 0 140 151 0. 09 Sum of Critical Movements = 0. 66 + - PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 1 0 0 1 0 . 01 NT 1. 0 1700 1 0 0 1 0. 06* NR 0 . 0 1700 96 0 0 96 0. 06 - SL 1. 0 1700 3 0 311 314 0. 19* ST 1 . 0 1700 1 0 0 1 0. 06 _ SR 0 . 0 1700 7 0 99 106 0. 06 EL 1. 0 1700 37 0 58 95 0 . 06 ET 1. 0 1700 666 0 80 746 0 . 44* ER 1. 0 1700 7 0 0 7 0 . 01 WL 0 . 0 1700 99 0 0 99 0 . 06* WT 1. 0 1700 383 0 22 405 0. 30 WR 1 . 0 1700 18 0 417 435 0 . 26 Sum of Critical Movements = 0 . 80 + * denotes critical movement + sum of critical moves includes 0. 05 clearanc_ interval $ Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan - Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V"/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ---- NL 1. 0 1700 351 0 0 351 0 . 21* NT 1. 0 1700 14 0 0 14 0 . 19 NR 0. 0 1700 301 0 0 301 0. 18 SL 0 . 0 1700 5 0 0 5 0.01 ST 1. 0 1700 7 0 0 7 0 . 02* SR 0. 0 1700 24 0 0 24 0 . 01 EL 0 . 0 1700 5 0 0 5 0. 01 ET 1. 0 1700 425 0 256 681 0. 50* ER 0. 0 1700 162 0 0 162 0 . 10 WL 1. 0 1700 116 0 0 116 0. 07* WT 1 . 0 1700 529 0 235 764 0. 46 WR 0 . 0 1700 9 0 0 9 0 . 01 Sum of Critical Movements = 0 . 85 + PM Intersection Capacity Analysis V O L U M E S _ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 124 0 0 124 0. 07 NT 1. 0 1700 18 0 0 18 0. 27* NR 0 . 0 1700 436 0 0 436 0 . 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1. 0 1700 24 0 0 24 0. 03 SR 0. 0 1700 16 0 0 16 0. 01 EL 0. 0 1700 9 0 0 9 0. 01 ET 1 . 0 1700 483 0 391 874 0. 68* ER 0. 0 1700 273 0 0 273 0. 16 WL 1. 0 1700 373 0 0 373 0. 22* WT 1. 0 1700 440 0 439 879 0. 53 - WR 0. 0 1700 18 0 0 18 0. 01 Sum of Critical Movements = 1. 23 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing - AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 131 0 35 166 0. 10* NT 2 . 0 3400 305 0 157 462 0. 20 NR 0. 0 1700 205 0 0 205 0. 12 - SL 1. 0 1700 16 0 0 16 0. 01 ST 2 . 0 3400 336 0 27 363 0. 14* _ SR 0. 0 1700 118 0 =� 0 118 0. 07 EL 1. 0 1700 183 0 0 183 0. 11 ET 2 . 0 3400 262 0 191 453 0 . 13* ER 1 . 0 1700 62 0 65 127 0 . 08 WL 1. 0 1700 177 0 0 177 0. 10* - WT 2 . 0 3400 157 0 200 357 0 . 11 WR 0. 0 1700 12 0 0 12 0 . 01 Sum of Critical Movements = 0 . 52 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 207 0 108 315 0 . 19* NT 2 . 0 3400 507 0 38 545 0 .27 NR 0 . 0 1700 359 0 0 359 0.21 _ SL 1. 0 1700 66 0 0 66 0 .04 ST 2 . 0 3400 533 0 131 664 0. 27* - SR 0. 0 1700 262 0 0 262 0. 15 EL 1. 0 1700 283 0 0 283 0. 17 _ ET 2 . 0 3400 464 0 315 779 0.23* ER 1. 0 1700 207 0 76 283 0 . 17 WL 1. 0 1700 544 0 0 544 0. 32* WT 2 . 0 3400 623 0 331 954 0.30 WR 0. 0 1700 48 0 0 48 0 . 03 Sum of Critical Movements = 1. 06 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % _ Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ------- NL 0 . 0 1700 929 180 Vz� 48s3` 1592 z'> 0. 94 NT 1. 0 1700 7 2 879 888 1.4-6* 7 NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 Q 0 0 0. 00* ST 1. 0 1700 1 11 x 181 1-93"!` 0. 16 SR 0. 0 1700 1 0' 82 83 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 74 46 209 329 ' 0. 19 WT 1. 0 1700 0 0 0 0 0.4a* ` WR 0 . 0 1700 3 0 471 474 0.28 Sum of Critical Movements = 1.98 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- NL 0 . 0 1700 299 151 �T� A, 1-15 7"f''`' 0-,6-8-* NT 1. 0 1700 3 9 233 245 0. 83 NR 0 . 0 1700 0 0 0 0 0.00 SL 0 . 0 1700 0 0 0 0 0. 00 ST 1. 0 1700 3 3 734 740 0. 67* SR 0 . 0 1700 1 0 392 393 0. 23 EL 0. 0 1700 0 0 0 0 0. 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 51 11 216 11 1 2781 0. 16 WT 1. 0 1700 0 0 0 0 0. 23* - WR 0 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1. 63 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 929 180 483 1592 0.47* NT 2 . 0 3400 7 2 879 888 0. 26 NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 2 . 0 3400 1 11 181 193 0. 08* _ SR 0. 0 1700 1 0 82 83 0. 05 EL 0. 0 1700 0 0 . 0 0 0. 00 ET 0. 0 1700 0 0 . 0 0 0.00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 74 46 209 329 0 . 19* - WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 3 0 471 474 0. 28 Sum of Critical Movements = 0. 79 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 299 151 707 1157 0.34* NT 2 . 0 3400 3 9 233 245 0. 07 _ NR 0 . 0 1700 0 0 0 0 0 . 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 2 . 0 3400 3 3 734 740 0. 33* SR 0. 0 1700 1 0 392 393 0. 23 EL 0 . 0 1700 0 0 0 0 0. 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 51 11 216 278 0. 16* WT 0. 0 1700 0 0 0 0 0 .00 WR 1. 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 0. 88 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ------------------------------------ V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0 . 00 NT 1. 0 1700 936 182 891 2009 1. 31* NR 0. 0 1700 66 8 136 210 0 . 12 - SL 0. 0 1700 3 0 82 85 0 . 05* ST 1. 0 1700 92 57 308 457 0 . 32 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 3 0 471 474 0.28 ET 1 . 0 1700 0 0 0 0 0.74* ER 0 . 0 1700 248 106 433 787 0. 46 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0. 0 0 .00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 2 . 15 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 1 . 0 1700 373 160 827 1360 0. 99* NR 0. 0 1700 40 38 247 325 0 . 19 SL 0. 0 1700 3 0 392 395 0. 23* ST 1. 0 1700 37 14 558 609 0.59 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 1 0 113 114 0. 07 ET 1. 0 1700 0 0 0 0 1. 24* ER 0. 0 1700 958 213 815 1986 1. 17 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 denotes critical movement Sum of Critical Movements = 2 . 51 + * + sum of critical moves includes 0. 05 clearance interval $ Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic - Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C -Move- Lanes Capacity Future-BG- Project Other -Total- -Ratio- _ NL 0 . 0 1700 0 0 0 0 0 . 00 NT 3 . 0 5100 936 182 891 2009 0. 39* NR 1. 0 1700 66 8 136 210 0. 12 SL 1 . 0 1700 3 0 82 85 0. 05* ST 2 . 0 3400 92 57 308 457 0. 13 - SR 0 . 0 1700 0 0 - 0 0 0. 00 EL 1. 0 1700 3 0 471 474 0. 28* ET 0. 0 1700 0 0 0 0 0. 00 ER > 1. 0 1700 248 106 433 787 0. 46 WL 0. 0 1700 0 0 0 0 0. 00 WT 0 . 0 1700 0 0 0 0 0. 00* WR 0 . 0 1700 0 0 0 0 -0. 00__ _ Sum of Critical Movements = 0. 77 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C -Move- Lanes Capacity Future-BG- Project Other -Total- -Ratio - NL 0. 0 1700 0 0 0 0 0 . 00 NT 3 . 0 5100 373 160 827 1360 0. 27* NR 1. 0 1700 40 38 247 325 0. 19 SL 1. 0 1700 3 0 392 395 0. 23* ST 2 . 0 3400 37 14 558 609 0. 18 SR 0 . 0 1700 0 0 0 0 0 . 00 EL 1 . 0 1700 1 0 113 114 0. 07* - ET 0. 0 1700 0 0 0 0 0. 00 ER > 1 . 0 1700 958 213 815 1986 1. 17 WL 0 . 0 1700 0 0 0 0 0. 00 WT 0 . 0 1700 0 0 0 0 0 . 00* WR 0 . 0 1700 0 0 0 0 _0 . 00-- Sum of Critical Movements = 0. 62 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval > denotes free right turn Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S -_ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 29 136 188 353 0. 21 NT 1 . 0 1700 947 172 905 2024 1 . 48* NR 0. 0 1700 0 0 133 133 0. 08 SL 0. 0 1700 0 0 269 269 0. 16* ST 1. 0 1700 322 60 404 786 0. 75 SR 0 . 0 1700 44 103 -.� 68 215 0. 13 ' EL 0. 0 1700 37 18 76 131 0. 08 ET 1 . 0 1700 0 0 45 45 0.25* ER 0. 0 1700 29 46 172 247 0. 15 WL 0 . 0 1700 0 0 24 24 0. 01* WT 0 . 0 1700 0 0 8 8 0. 05 WR 0 . 0 1700 0 0 46 46 0. 03 Sum of Critical Movements = 1. 95 + PM Intersection Capacity Analysis V O L U M E S - ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 25 81 263 369 0. 22* NT 1. 0 1700 384 113 787 1284 0. 99 NR 0 . 0 1700 0 0 31 31 0. 02 SL 0 . 0 1700 0 0 64 64 0. 04 ST 1. 0 1700 951 202 1240 2393 1. 52* SR 0. 0 1700 37 25 69 131 0. 08 EL 0. 0 1700 37 85 63 185 0. 11 ET 1 . 0 1700 0 0 11 11 0. 41* ER 0 . 0 1700 59 150 298 507 0. 30 WL 0 . 0 1700 0 0 113 113 0. 07* _ WT 0 . 0 1700 0 0 37 37 0. 22 WR 0 . 0 1700 0 0 224 224 0. 13 Sum of Critical Movements = 2 . 27 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate - AM Intersection Capacity Analysis V O L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 906 226 606 1738 0. 53* NR 0. 0 1700 1 15 41 57 0. 03 SL 1. 0 1700 1 28 92 121 0. 07* ST 2 . 0 3400 360 70 319 749 0 . 22 _ SR 0. 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0 . 00 ET 0. 0 1700 0 0 0 0 0. 00* ER 0 . 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 1 9 84 94 0 . 06* WT 0. 0 1700 0 0 0 0 0 . 00 WR 1. 0 1700 1 71 67 139 0 . 08 Sum of Critical Movements = 0. 71 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 2 . 0 3400 468 126 538 1132 0 . 38 NR 0 . 0 1700 1 46 122 169 0. 10 SL 1. 0 1700 5 96 71 172 0 . 10 ST 2 . 0 3400 1073 247 711 2031 0 . 60* SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0 . 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WI, 1 . 0 1700 1 46 80 127 0 . 08* WT 0. 0 1700 0 0 0 0 0 . 00 WR 1 . 0 1700 1 63 88 152 0 . 09 Sum of Critical Movements = 0. 73 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % - Intersection: Lake Street (NS) / Project Collector Loop Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 1018 73 647 1738 0. 52* NR 0. 0 1700 0 46 0 46 0. 03 SL 1. 0 1700 0 57 0 57 0.03* ST 2 . 0 3400 370 22 403 795 0. 23 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00 ET 0. 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 0 134 0 134 0. 08* WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 0 168 0 168 0. 10 Sum of Critical Movements = 0. 68 + PM Intersection Capacity Analysis V O L U M E S - ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 2 . 0 3400 509 66 660 1235 0.41 NR 0. 0 1700 0 155 0 155 0. 09 SL 1. 0 1700 0 194 0 194 0. 11 ST 2 . 0 3400 1075 99 791 1965 0.58* SR 0. 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00 ET 0. 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 0 87 0 87 0. 05* WT 0. 0 1700 0 0 0 0 0.00 WR 1. 0 1700 0 106 0 106 0. 06 Sum of Critical Movements = 0 . 68 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 296 90 552 938 0. 31* NR 0. 0 1700 18 23 90 131 0. 08 SL 2 . 0 3400 240 44 17 301 0. 09 ST 2 . 0 3400 129 134 386 649 0. 19 _ SR 0. 0 1700 0 0 = 0 0 0 . 00 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 1 . 0 1700 18 25 30 73 0 . 04 WT 0. 0 1700 0 0 0 0 0 . 00 WR 1. 0 1700 721 25 95 841 0 . 50* Sum of Critical Movements = 0. 86 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0 . 00 NT 2 . 0 3400 231 192 638 1061 0. 35* NR 0 . 0 1700 18 41 58 117 0 . 07 SL 2 . 0 3400 703 36 80 819 0. 24* ST 2 . 0 3400 370 151 711 1232 0 . 36 SR 0. 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00 - ET 0. 0 1700 0 0 0 0 0.00* ER 0. 0 1700 0 0 0 0 0 .00 WL 1 . 0 1700 18 33 99 150 0. 09* WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 277 52 22 351 0. 21 Sum of Critical Movements = 0 . 73 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S _ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- --------- _ NL 0 . 0 1700 1 111 76 188 0 . 11 NT 1. 0 1700 11 4 1134 1149 0. 79* NR 0 . 0 1700 0 0 0 0 0 . 00 SL 0 . 0 1700 0 0 0 0 0. 00* ST 1. 0 1700 7 7_ 217 231 0. 19 SR 0. 0 1700 11 0 82 93 0 . 05 EL 0 . 0 1700 0 0 0 0 0 . 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 7 114 190 311 0 . 18 WT 1 . 0 1700 0 0 0 0 0 .46* WR 0. 0 1700 3 0 472 475 0 . 28 Sum of Critical Movements = 1. 30 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio NL 0 . 0 1700 1 181 177 359 0. 21* NT 1. 0 1700 11 23 340 374 0. 43 NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1 . 0 1700 3 23 1006 1032 0 .84* SR 0 . 0 1700 3 0 393 396 0 . 23 EL 0. 0 1700 0 0 0 0 0 . 00* ET 0 . 0 1700 0 0 0 0 0. 00 T ER 0 . 0 1700 0 0 0 0 0 . 00 WL 0. 0 1700 7 292 568 867 0. 51 WT 1. 0 1700 0 0 0 0 0 . 58* WR 0. 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1 . 68 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S -- •------------------------------ V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 1 111 76 188 0. 11 NT 2 . 0 3400 11 4 1134 1149 0 . 34* NR 0. 0 1700 0 0 0 0 0 . 00 - SL 0. 0 1700 0 0 0 0 0 . 00 ST 2 . 0 3400 7 7 217 231 0 . 07 _ SR 1 . 0 1700 11 0 82 93 0 . 05 EL 0 . 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0 . 00 WI, 2 . 0 3400 7 114 190 311 0 . 09 WT 0. 0 1700 0 0 0 0 0 . 00 WR 1 . 0 1700 3 0 472 475 0. 28* Sum of Critical Movements = 0. 67 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 1 181 177 359 0 . 21* NT 2 . 0 3400 11 23 340 374 0. 11 NR 0 . 0 1700 0 0 0 0 0. 00 SL 0 . 0 1700 0 0 0 0 0 . 00 ST 2 . 0 3400 3 23 1006 1032 0. 30* - SR 1 . 0 1700 3 0 393 396 0 . 23 EL 0. 0 1700 0 0 0 0 0 . 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 2 . 0 3400 7 292 568 867 0.26* WT 0. 0 1700 0 0 0 0 0. 00 WR 1 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 0 . 82 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ APPENDIX C NURDOCR ALBERHILL RANCH TRAFFIC STUDY (3/13/92) MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUDY Lake Elsinore, California T _ cyM s s� ,f:: :. :::.... ........................ � .;:;;.... LSD.. f - L-------------�( - INNER$ H i \J� 2� �9 Q/ ST - U 1 Ceti 1 ST Robert Kahn , John Kain k Associates, Inc. i �� r -�. -r _ Robert Kahn , John Kain & Associates, Inc. Transportation Planning • Traffic/Acoustical Engineering March 13 , 1992 Ms. Ilene Miles MURDOCK DEVELOPMENT COMPANY 1o900 Wilshire Boulevard Los Angeles, CA 90024 Subject: Murdock Alberhill Ranch Specific Plan Traffic Study Dear Ms. Miles: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. is pleased to submit the -' Murdock Alberhill Ranch Specific Plan traffic impact study report. This report provides a summary of the findings, analysis procedures and evaluation of the proposed project with respect to on-site and off-site traffic impacts pursuant to City of Lake Elsinore requirements. _ This report addresses comments made in a letter dated January 26, 1992 by Mr. Chuck Mackey, City of Lake Elsinore. This traffic study supplements the Murdock Alberhill Ranch Traffic Study (January 24 , 1991) by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . Based upon this review, the project can be accommodated within the planned circulation system, if the recommended improvements are _ implemented. These recommendations are included in the "Findings" section of this report. If you have any questions regarding this study, please do not hesitate to call at (714) 474-0809 . Sincerely, ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. �� Q 'ale �`- c3 �. O�RT Kq y Joh Kain, AICP QO +1 's Robert Kahn, P. E. r ' zcipal �^N0. 0555 Principal — JK:RK:kgd/2376 EXP. 12/31/93 JN: 198-92-001 * , IAAFr\1ZJ �* CA Attachments 4101 Birch Street, Suite 100, Newport Beach, California 92660 (714) 474-0809 • FAX (714) 474-0902 _ MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUDY LAKE ELSINORE, CALIFORNIA T Prepared for: MURDOCK DEVELOPMENT COMPANY 10900 Wilshire Boulevard Los Angeles, CA 90024 Prepared by: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. 4101 Birch Street, Suite 100 Newport Beach, CA 92660 March 13 , 1992 JN: 198-92-001 { =R-- TABLE OF CONTENTS SECTION PAGE I. INTRODUCTORY AND SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 A. Purpose of Report and Study Objectives B. Executive Summary 1. Site Location and Study Area 2 . Existing Conditions _ 3 . Proposed Development 4 . Recommendations II. PROPOSED DEVELOPMENT . . . . . . . . . . . . . . . . . . 10 A. Location _ B. Land Use and Intensity C. Site Plan D. Project Land Use E. Phasing and Timing III . AREA CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 A. Study Area 1. Area of Significant Traffic Impact B. Study Area Land Use 1. Existing Land Uses 2 . Other Future Development C. Site Accessibility 1 . Area Roadway System 2 . Traffic Volumes and Conditions 3 . Transit Service 4 . Existing Relevant Transportation System Management Programs IV. PROJECTED TRAFFIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 A. Site Traffic 1. Trip Generation 2 . Trip Distribution 3 . Modal Split 4 . Trip Assignment B. Other Development Traffic 1. Method of Projection 2 . Non-Site Traffic for Study Area 3 . Through Traffic C. Total Traffic V. TRAFFIC ANALYSIS . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . .. . . . . . 58 = A. Site Access B. Capacity and Level of Service and Improvement Analysis 1. Level of Service at Year 2000 Without Project 2 . Level of Se.wice at Year 2000 Without - Improvemen-s 3 . Level of Service at Year 2000 With Improvements - VI. RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57 A. Site Access B. Roadway Improvements 1. on-Site 2 . Off-Site - C. Transportation System Management Actions 1. Off-Site 2 . On-Site - APPENDICES TRAFFIC COUNT WORKSHEETS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A ICU CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B TRAFFIC SIGNAL WARRANTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C LIST OF EXHIBITS EXHIBIT PAGE A LOCATION MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 BSITE PLAN . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 C PROJECT TRAFFIC ANALYSIS ZONES . . . . . . . . . . . . . . . . . . 12 D EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 E CITY OF LAKE ELSINORE GENERAL�PLAN CIRCULATION ELEMENT 17 4 F .URBAN ARTERIAL CROSS-SECTIONS . . . . . . . . . . . . . . . 18 G MAJOR CROSS-SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 H SECONDARY CROSS-SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . 20 I COLLECTOR CROSS-SECTIONS . . . . . . . . . . . . . . . . . . . . . . . . 21 J EXISTING AVERAGE DAILY TRAFFIC (ADT) . . . . . . . . . . . . 22 K EXISTING AM PEAK HOUR INTERSECTION VOLUMES . . . . . . 25 L EXISTING PM PEAK HOUR INTERSECTION VOLUMES . . . . . . 26 M PROJECT ZONE 1 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 34 N PROJECT ZONE 2 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 35 O PROJECT ZONE 3 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 36 P PROJECT ZONE 4 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 37 Q PROJECT ZONE 5 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 38 R PROJECT ZONE 6 TRIP DISTRIBUTION . . . . . . . . . . . . . . . . 39 S PROJECT AVERAGE DAILY TRAFFIC (ADT) . . . . . . . . . . . . . 41 T OTHER DEVELOPMENT TRAFFIC ANALYSIS ZONES . . . . . . . . 43 U OTHER DEVELOPMENT ZONE 7 TRIP DISTRIBUTION . . . . . . 45 V OTHER DEVELOPMENT ZONE 8 TRIP DISTRIBUTION . . . . . . 46 W OTHER DEVELOPMENT ZONE 9 TRIP DISTRIBUTION . . . . . . 47 X OTHER DEVELOPMENT ZONE 10 TRIP DISTRIBUTION . . . . . 48 Y OTHER DEVELOPMENT ZONE 11 TRIP DISTRIBUTION . . . . . 49 Z OTHER DEVELOPMENT ZONE 12 TRIP DISTRIBUTION . . . . . 50 AA OTHER DEVELOPMENT ZONE 13 TRIP DISTRIBUTION . . . . . 51 BB OTHER DEVELOPMENT ZONE 14 TRIP DISTRIBUTION . . . . . 52 CC OTHER DEVELOPMENT ZONE 15 TRIP DISTRIBUTION . . . . . 53 - DD OTHER DEVELOPMENT ZONE 16 TRIP DISTRIBUTION . . . . . 54 EE OTHER DEVELOPMENT AVERAGE DAILY TRAFFIC (ADT) . . . 56 FF YEAR 2000 AVERAGE DAILY TRAFFIC (ADT) . . . . . . . . . . . 57 GG YEAR 2000 AM PEAK HOUR INTERSECTION-VOLUMES WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60 HH YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61 II YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 JJ YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66 KK CIRCULATION RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . 68 LIST OF TABLES TABLE PAGE 1 PROJECT LAND USE BY ZONE . . . . . . . . . . . . . . . . . . . . . . . . 13 2 EXISTING INTERSECTION CAPACITY UTILIZATION . . . . . . 24 3 TRIP GENERATION RATES . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 T 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY LAND USE 30 5 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND 31 USE 6 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE . . . 33 7 OTHER DEVELOPMENT LAND USE BY ZONE . . . . . . . . . . . . . . 42 8 OTHER DEVELOPMENT TRIP GENERATION BY ZONE . . . . . . . 44 9 YEAR 2000 INTERSECTION CAPACITY UTILIZATION WITHOUT PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59 10 YEAR 2000 INTERSECTION CAPACITY UTILIZATION WITH PROJECT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62 T { 4T�- .� 1 MURDOCK ALBERHILL RANCH SPECIFIC PLAN TRAFFIC STUDY LAKE ELSINORE, CALIFORNIA I. INTRODUCTION AND SUMMARY _ A. Purpose of Report and Study Objectives The purpose of this traffic study is to address comments made in a letter dated January 26, 1992 ` by Mr. Chuck Mackey, City of Lake Elsinore. This traffic study_supplements the Murdock Alberhill Ranch Traffic Study (January 24 , 1991) by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . The proposed development consists of residential, commercial retail, business park (commercial-SP) , elementary school and park land uses. The proposed Specific Plan entails an amendment to the original approved Specific Plan and includes an option to convert the commercial retail land use at Terra Cotta Road/Nichols Road into multi-family residential land use. _ Study objectives include (1) documentation of existing traffic conditions in the vicinity of the site; (2) evaluation of traffic conditions for the Year 2000 conditions; and (3) determination of on-site and off-site improvements and system management actions needed to achieve City of Lake Elsinore level of service requirements. As development occurs the off-site roadway system will need to be improved to roadway classifications as shown on the City General Plan Circulation Element. The implementation of off- site improvements shall be determined as future entitlements are granted for development in and around the project area. 1 B. Executive Summary 1 . Site Location and Study Area The project site is generally located east of Lake Street and south of the I-15 Freeway in the City of Lake - Elsinore. Exhibit A illustrates the traffic analysis study area . The study area includes the following intersections: Lake Street (NS) at: • I-15 Freeway WB Ramps (EW) • I-15 Freeway EB Ramps (EW) • Temescal Canyon Road (EW) • Nichols Road (EW) Nichols Road (NS) at: • I-15 Freeway WB Ramps (EW) • I-15 Freeway EB Ramps (EW) Terra Cotta Road (NS) at: • Lakeshore Drive (EW) Machado Street (NS) at: • Lakeshore Drive (EW) Riverside Drive (NS) at: • Lakeshore Drive (EW) 2 LOCATION MAP TfM 1-75 Cy S p.: �f t t ...../ ::.::.....::..:.........: . .... lr:iir:•rr:isis.::-::......:•..:.:.:.:•irk:_._:: �P I JNNERS O � If J 1 cpLY 1 S�. _ 1 MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT A 3 Robert Kahn, John Kain do Associates, Inc. 2 . Existing Conditions The project site is currently not generating any significant traffic. - Existing roadways in the vicinity of the project include the I-15 Freeway, Lake Street, Temescal Canyon Road, Nichols Road and Lakeshore Drive. Existing intersections in the vicinity of the site are currently operating well within -acceptable Levels of - Service during the peak hours. Substantial additional development in the study area is currently planned or in progress. 3 . Proposed Development The development of the proposed project will help to implement important roadway improvements in the area, including the widening of a portion of Lake Street, Terra Cotta Road and Nichols Road adjacent to the development - (see Exhibit KK) . The proposed project will generate a total of approximately 26, 730 (residential overlay alternative: 19 , 650) vehicle trips per day, with 1, 735 (residential overlay alternative: 1, 755) vehicles per hour during the AM peak hour and 2 , 625 (residential overlay alternative: - 2 , 005) vehicles per hour during the PM peak hour. After project completion, all intersections in the vicinity of the site will operate at a Level of Service 4 I'D" or better during the peak hours, with recommended improvements (see Table 10) . The project could contribute substantially towards a citywide roadway improvement program, as a result of proposed road fees currently being evaluated by the City of Lake Elsinore. To insure that funds from the developer and/or the citywide fee program are appropriately targeted to ongoing circulation needs, we recommend that a development monitoring process be�implemented citywide. 4 . Recommendations As development occurs the measures listed below are recommended to mitigate the impact of cumulative growth on traffic circulation. The implementation of each measure shall be determined as future entitlements are granted for development in and around the project area. a. Improve Lake Street between Nichols Road and the I- 15 Freeway to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. b. Improve Nichols Road between Lake Street and Collier Avenue to a Major cross-section (100 to 110 foot right-of-way) in conjunction with areawide development. C. Improve Nichols Road between Collier Avenue and the Alberhill Ranch boundary east of the I-15 Freeway 5 to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. d. Improve Lake Street to a Major cross-section (100 to 110 foot right-of-way) south of Nichols Road in conjunction with areawide development. e. Improve Terra Cotta Road to a Secondary cross- section (80 to 88 foot -- right-of-way) between Nichols Road and Lakeshore Drive in conjunction with areawide development. f . Improve Lakeshore Drive to a Major cross-section ( 100 to 110 foot right-of-way) east of Lake Street/Robb Road in conjunction with areawide development. - g. For Year 2000 traffic conditions, intersection geometrics as recommended in Table 10 should be implemented. Project roadways should be aligned and sized as illustrated on Exhibit KK. The recommended roadway cross-sections are as follows: Roadway Link Designation Lake Street within 500 feet of Urban Arterial the Nichols Road intersection (130' ROW) Lake Street south of Nichols Major Road transition area (100' ROW) Nichols Road within 500 feet of Major the Lake Street intersection (110' ROW) 6 Nichols Road east of Lake Street Major transition area (100' ROW) Terra Cotta Road south of Secondary Nichols Road (88' ROW) Project Collector Loop Road Modified Collector (74 ' ROW) Project Collector Road Collector (60' ROW) The project should install a traffic signal (see Appendix "C") at the intersection of the Project Collector Loop Road access point on Lake Street..:and participate on a T pro-rata basis to the installation of traffic signals at the following intersections (see Exhibit KK) : Lake Street (NS) at: • Nichols Road (EW) - Terra Cotta Road (NS) at: • Nichols Road (EW) Project Collector Loop Road (NS) at: • Nichols Road (EW) Project Collector Road (NS) at: _ Nichols Road (EW) Project Zone 1/Brighton Commercial Joint Access (NS) at: • Nichols Road (EW) The project should provide left turn pockets at the following intersections: 7 Street to At Intersection Left Turn Be Striped With Pocket Length - Lake St. (NS) "A" Street (EW) 150 ft. "B" Street (EW) 150 ft. _ Nichols Rd. (EW) Zone 2 Access (NS) 150 ft. "A" Street (NS) 200 ft. "A" St. (EW) Lake Street (NS) 100 ft. Nichols Road (NS) 100 ft. Terra Cotta Rd. (NS) Project entrance (EW) 150 ft. The project should participate on a,pro-rata basis in the provision of left turn pockets at the following intersections: Street to At Intersection Left Turn _ Be Striped With Pocket Length Nichols Rd. (EW) Collector St. (NS) 150 ft. Collector St. (NS) Nichols Road (EW) 200 ft. Curb-return type driveways should be constructed at each of the multi-family/commercial access points on Nichols Road and Terra Cotta Road to facilitate ingress/egress to the site. To encourage ridesharing/transit ridership and reduce commute trip impacts on access routes to the I-15 Freeway, a portion of the commercial parking areas should be designated for Park-N-Ride use on weekdays between _ 6 : 00 AM and 6 : 00 PM if the residential overlay alternative is not implemented. 8 Internal circulation should be provided as indicated on Exhibit KK. Traffic signing/striping should be implemented in conjunction with detailed construction plans for the project. Sight distance at each intersection should be reviewed _ with respect to standard Caltrans/City of Lake Elsinore sight distance standards at the time of preparation of final grading, landscape and street improvement plans. 9 II . PROPOSED DEVELOPMENT A. Location The project site is generally located east of Lake Street and south of the I-15 Freeway in the City of Lake Elsinore. B. Land Use and Intensity - The project site is proposed to be developed with residential, commercial retail, business park (comme-rcial-SP) , elementary school and park land uses. The proposed Specific Plan entails an amendment to the original approved Specific Plan and includes an option to convert the commercial retail land use at Terra Cotta Road/Nichols Road into multi-family residential land use. C. Site Plan Exhibit B illustrates the site plan. D. Project Land Use To quantify the project land uses, the project was divided into six traffic analysis zones as illustrated on Exhibit C. The project land use by zone is tabulated in Table 1. E. Phasing and Timing The proposed project is anticipated to be constructed in phases prior to Year 2000. 10 SITE PLAN _ +T .............. apes Spa= 87 f { I _ _ MURDOCK ALRERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT B Robert Kahn, John Kain do Associates, Inc. PROJECT TRAFFIC ANALYSIS ZONES TFM I 5 s �F ` O 1 _J LJ I I I G� �P - � I J'— i JNNERS i 5 G °�F ti0 �i � sr MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT C Robert Kahn, John Ka i n I 12 k Associates, Inc. TABLE 1 PROJECT LAND USE BY ZONE ZONE LAND USE UNITS QUANTITY 1 Community Park AC 19 Multi-Family DU 180 Single-Family DU 380 2 Single-Family ~DU 246 3 Single-Family DU 385 4 Commercial Retail TSF 100 Commercial Retail TSF 25 (Alternative Zones it & 12) (Multi-Family) (DU) (370) 5 Single-Family- DU 258 Elementary School ST 600 6 Business Park TSF 165 (Commercial - SP) r AC = acres DU = dwelling units TSF = thousand square feet ST = students 13 III. AREA CONDITIONS _ A. Study Area 1. Area of Significant Traffic Impact The study area includes the following intersections: Lake Street (NS) at: • I-15 Freeway WB Ramps -(EW) _ • I-15 Freeway EB Ramps (E1- • Temescal Canyon Road (EW) • Nichols Road (EW) Nichols Road (NS) at: • I-15 Freeway WB Ramps (EW) • I-15 Freeway EB Ramps (EW) — Terra Cotta Road (NS) at: — • Lakeshore Drive (EW) Machado Street (NS) at: • Lakeshore Drive (EW) Riverside Drive (NS) at: • Lakeshore Drive (EW) "- B. Study Area Land Use — 1. Existing Land Uses The site is currently not generating any significant traffic within this area. 14 2 . Other Future Development Areawide growth calculations were added to development in the vicinity of the site. Other development in the vicinity of the site includes the projects listed in Table 7 and shown in Exhibit T. C. Site Accessibility 1. Area Roadway System Exhibit D identifies the existing roadway conditions for study area roadways. The number of through traffic lanes for existing roadways and the existing intersection controls are identified. Exhibit E illustrates the Circulation Element for the City of Lake Elsinore with network refinements. This exhibit shows the nature and extent of key roadways that are needed to adequately serve the ultimate development depicted by the land use element of the Lake Elsinore General Plan with the proposed development. Exhibits F to I illustrate the arterial street cross-sections for the City of Lake Elsinore. 2 . Traffic Volumes and Conditions Existing average daily traffic (ADT) on arterial highways throughout the study, area are shown on Exhibit J. Average daily traffic volumes (ADT) are based upon the traffic data collected by the City of Lake Elsinore, the County of Riverside Road Department, Traffic Division, Traffic Count Book dated 1991, the 1990 Traffic Volumes 15 EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS 2U 6D T CyMS — 2U \ 6D — 2U �f � = r 2U i .�`1/ 2U 2U DIRT I — i O DIRT L____-_____ G� 6D _ 1 ARP qL 2 U c� 2U N N U S0� 2 ;J 2U 2U2U 2U - �'�----- 2U 2U e, 2U y s} 2U I` 2U ,� y LEGEND: 2U tiCO�S 2D = TRAFFIC SIGNAL 1 l 0 = 4 WAY STOP r — STOP SIGN 2D 4 = NUMBER OF LANES D = DMDED MURDOCK ALBERHILL RANCH U UNDNIDED opt SPECIFIC PLAN - Lake Elsinore, California EXHIBIT D i 6 Robert Kahn, John Kai n & Associates, Inc. CITY OF LAKE ELSINORE GENERAL PLAN CIRCULATION ELEMENT I I L---------- ------------\ I I I I $ S I 1. , S #. I I �r W is13 I W i "1024w S S I y y � 1 $ I SITE S}W J \\ 11 C y '� Q \ � scan y�� S ' I C \ J \\\ y y I nt JS c p• SUR Ol \\ / C $ I W S $ l�' ��S Lam' L� ------ \ S \ O.H[ 1 ST. y ST. y \\ V S Sl Y 11 L--•l \ n \ y� I S I _ y spur \ M 1 y I jCOMM sT. St. S \� I I 4 in y5 I y c LEGEND: FREEWAY O = INTERCHANGE LOCATION _ UA = URBAN ARTERIAL (120'-130' ROW) M = MAJOR (100'-110' ROW) S = SECONDARY (80'-88' ROW) —C = COLLECTOR (60'-68' ROW) SLR = SPLIT LEVEL ROADWAY (MODIFIED MAJOR) ----------= SPHERE OF INFLUENCE BOUNDARY MUR©OCK ALBERHILL RANCH �oryt SPECIFIC PLAN Lake Elsinore, California EXHIBIT E 1� Robert Kahn , John Kai n — Ec Associates, Inc. URB AN ARTERIAL CROSS-SECTIONS I _ I _ 120' ROW 60' 60' I _ 10- 8' -lit 1 1' 13' 71—r-7!-- -13' b b 4' 1 412' 4 4 - I _ i 130' ROW 65' 65' 10' 8' 1 1' 1 1' 13' + 12'—L12 —13' MURDOClK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT F 18 Robert Kahn, John Kain do Associates, Inc. - MAJOR CROSS -SECTIONS 100' ROW 50' - 50' 10' 8' 12' 13' 74--7. 13' 12 8' 10' 4+- -`1 1 ---�2 1 10' ROW 55' 55' 10' 8' 12' 13 12=-+--12' 3' 12' 8' 10' MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT G 19 Robert Kahn , John Kain � Associates, Inc. SECONDARY CROSS-SECTIONS WITHOUT STRIPED MEDIAN - 80' ROW _ 40' 40' 10' S' 12' 13'---}-- 13' 12'_ 5' 10' - I - i WITH STRIPED MEDIAN ` 88' ROW 44' i 4 4' 10' S' 1 1' .. 1' 7'- -7' 1 1' 1 1' S' 10' 410!- MURDOCK ALSERHILL RANCH �ojrt SPECIFIC PLAN Lake Elsinore, California EXHIBIT H �o Robert Kahn, John Kain & Associates, Inc. COLLECTOR CROSS-SECTIONS -" RESIDENTIAL 60' ROW 30' 30' 10' 8' 12'---} -12' 8' 10' b � 4 _ COMMERCIAL / INDUSTRIAL — 68' ROW 34' 34' -- 10' 16 16' 10' I b ! 4 MURDOCK ALRERHILL RANCH �Oryt SPECIFIC PLAN Lake Elsinore, California EXHIBIT I 21 Robert Kahn , John Kain do Associates, Inc. EXISTING AVERAGE DAILY TRAFFIC IADTI 74.0 0.5 TF - 9.2 �� 5 �✓Y �[\ — 1.0 �rF "% .4 — 0.2 0.3 PIS ITE I O 66.0 10.0 `-----------�C EtP G� 0.2 4LF. 1 1.5(6.5) (5.5)/.* 12.5(7.5) vNNERS N �O 1.7 ��p 12. i 1.5 9.1 15.9 (11.9 11.6 0.5 T1 13.5 ;' tic ST 19.0(16.0) - �! LEGEND: 11.5 = VEHICLES PER DAY (1000'S) - (5.5) = VEHICLES PER DAY (1000-S) WITH GRAND AVE. EXTENSION MURD©CK ALBERHILL RANCH opt SPECIFIC PLAN - Lake Elsinore, California EXHIBIT J �.......�2 2 Robert Kahn, John Kai n k Associates, Inc. on California State Highways by Caltrans and factored up _ from peak hour counts made for ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . The technique used to assess the operation of an intersection is known as Intersection Capacity Utilization (ICU) . To calculate an ICU the volume of traffic using the intersection is compared with the capacity of the intersection. , ICU is usually expressed as a percent. The percent represents that portion of the hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. The ICU's for existing intersections in the vicinity of the project are shown in Table 2 . Existing ICU's are based upon manual peak hour turning movement counts made for ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. , in May and June, 1991 and March, 1992 and the City of Lake Elsinore in March and April, 1991 (see Exhibits K and L) . Traffic count worksheets are included in Appendix "A" . Intersections in the study area are currently operating well within acceptable Levels of Service during the peak hours. ICU calculation worksheets are provided in Appendix "B" . 3 . Transit Service Lake Elsinore Transit System (L.E.T. S. ) provides bus service to the Lake Elsinore area and bus routes are located along Lakeshore Drive and Terra Cotta Road. 23 TABLE 2 _ EXISTING INTERSECTION CAPACITY UTILIZATION INTERSECTION BPPROACH LAMEST PEAK PEAK NORTH- SOUTH- EAST- WEST- HOU5 HOUJ BOUND BOUND BOUND BOUND ICU LOS INTERSECTION L T R L T R L T R L T R AM PM AM PM Lake Street (NS) at: • I-15 Freeway WS Ramps (EW) 0 1 0 0 1 0 0 0 0 0 1 0 0.38 0.18 A A • 1-15 Freeway ES Ramps (EW) 0 1 0 0 1 0 0 1 0 0 0 0 0.46 0.50 A A • TemescaL Canyon Road (EW) 0 1 0 0 1 0 0 1 0 0 0 0-._ 0.38 0.40 A A • Nichols Road (EW) 0 1 0 0 1 0 0 0 0 0 1 0 `z 0.36 0.40 A A Nichols Road (NS) at: • 1-15 Fwy WB Ramps (EW) 0 1 0 0 1 0 0 0 0 0 1 0 0.08 0.08 A A — • 1-15 Fwy EB Ramps (EW) 0 1 0 0 1 0 0 1 0 0 0 0 0.08 0.08 A A Terra Cotta Road (NS) at: • Lakeshore Drive (EW) 0 1 0 1 1 0 1 1 1 0 1 1 0.35 0.45 A A Machado Street (NS) at: • Lakeshore Drive (EW) 1 1 0 0 1 0 0 1 0 1 1 0 0.49 0.68 A B Riverside Drive (NS) at: • Lakeshore Drive (EW) 1 2 0 1 2 0 1 2 1 1 2 0 0.30 0.54 A A 1 When a right turn Lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. 3 Level of Service (LOS) 24 EXISTING AM PEAK HOUR INTERSECTION VOLUMES — Jl! f J1 /�rf - iSITE Tt L---------- 22 JNNERS N O� � J4. If IoIf T LEGEND: 141 = AM PEAK HOUR VOLUMES MURDOCK ALBERHILL RANCH `"' _ W PEAK HOUR VOLUMES WITH GRAND AVE. EXTENSION art SPECIFIC PLAN Lake Elsinore, California EXHIBIT K z 5 Robert Kahn, John Kai n — � Associates, Inc. EXISTING PM PEAK HOUR - INTERSECTION VOLUMES Jl L — � 5t�-j � Ir ♦�--/ SITE O J6-ic ! s ' ------- AGO \> 4b qL INNERJ. S T ��O in 2 � moo; -- � F Q/ tic LEGEND: 212 = PM PEAK HOUR VOLUMES OLUMES MURDOCK ALRERHILL RANCH (112> - WTHPGGRRAND AVEV EXTENSION opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT L 2 6 Robert Kahn, John Kai n do Associates, Inc. 4 . Existinq Relevant Transportation System Management Programs No known transportation system management programs are actively in force in the study area. _z- 27 IV. PROJECTED TRAFFIC _ A. Site Traffic 1. Trip Generation Trip generation represents the amount of traffic which is attracted and produced by a development. The traffic generation for this project is based upon the land uses which have been planned for the Murdock Alberhill Ranch Specific Plan development. The proposed project consists of single-family residential, multi-family residential, commercial retail (residential overlay alternative: multi-family residential) , elementary school and park land uses. Trip generation rates for this project are shown in Table 3 . Trip generation rates are based upon data collected by the Institute of Transportation Engineers (ITE) . _ Both daily and peak-hour trip generation by land use for the proposed project and the alternative are shown in Table 4 . The proposed project will generate approximately 26, 730 (residential overlay alternative: 19 , 650) vehicle trips per day, with 1, 735 (residential overlay alternative: 1, 755) vehicles per hour during the AM peak hour and 2 , 625 (residential overlay alternative: 2 , 005) vehicles per hour during the PM peak hour. Both daily and peak hour trip generation for the original approved Specific Plan has also been computed and is presented in Table 5 . As can be derived from the data in Tables 4 and 5, it is expected that the amended Specific 28 TABLE 3 TRIP GENERATION RATES PEAK-HOUR AM PM LAND USE UNITSZ IN OUT IN OUT DAILY Single-Family DU 0. 19 0.55 0. 66 0. 35 9 . 55 Multi-Family DU 0. 17 0.50 -" 0. 47 0. 36 8. 00 Commercial Retail: • (25 TSF) TSF 1. 81 1. 06 5. 43 5 . 43 118 . 86 • (100 TSF) TSF 1. 02 0 . 60 3 . 28 3 . 28 70. 67 • (110 TSF) TSF 0. 98 0. 58 3 . 17 3 . 17 68 . 19 Elementary School ST 0. 18 0. 12 0. 01 0 . 01 1 . 09 Park AC 0. 10 0 . 10 0 . 20 0 . 20 6 . 00 1 Source: Institute of Transportation Engineers (ITE) , Trip Generation, Fifth Edition, 1991, Land Use Categories 210, 231, 820 and 520. Source: San Diego Association of Governments (SANDAG) , Traffic Generators, June, 1991. _ z DU = dwelling units TSF = thousand square feet ST = students AC = acres 29 r TABLE 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY LAND USE PEAK HOUR' — AM PM LAND USE QUANTITY' IN OUT IN OUT DAILY3 Single-Family 1,269 DU 240 6P5 835 445 12, 120 Multi-Family 180 DU 30 90= 85 65 1,440 -' Commercial Retail 25 TSF 45 25 135 135 2,970 Commercial Retail 100 TSF 100 60 330 330 7,070 (Residential Overlay (370 DU) (65) (185) (175) (135) (2,960) — Alternative: Multi- Family) Elementary School 600 ST 110 70 5 5 650 Park 19 AC NOM NOM 5 5 110 Business Park 165 TSF 230 40 55 190 2,370 — (Commercial-SP) TOTAL 755 980 1, 450 1, 175 26,730 (Total with Alternative) (675) (1,080) (1, 160) (845) (19, 650) — I All peak hour trips rounded to the nearest 5. — 2 DU = dwelling units TSF = thousand square feet — ST = students AC = acres 3 All daily trips rounded to the nearest 10. 30 TABLE 5 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND USE PEAK HOUR' AM IN LAND USE QUANTITY2 IN OUT IN OUT DAILY3 Single-Family 1, 080 DU 205 595 715 380 10,310 Multi-Family 266 DU 45 135 125 95 2, 130 Commercial Retail 110 TSF 110 65 350 350 7,500 Elementary School 600 ST 110 70 5 5 650 Park 15 AC NOM4 NOM 5 5 90 Business Park 165 TSF 230 40 55 190 2,370 (Commercial-SP) TOTAL 700 905 1, 255 1,025 23,050 I All peak hour trips rounded to the nearest 5. Z DU = dwelling units TSF = thousand square feet T ST = students AC = acres ..r 3 All daily trips rounded to the nearest 10. G NOM = Nominal T•. 31 Plan without the residential overlay will generate the highest daily and peak hour traffic volumes compared to the original Specific Plan and alternative land use. For the purpose of this study, the traffic expected to be generated by the proposed amended Specific Plan without the residential overlay is used for analysis purposes. Based upon the subdivision of the development in six traffic analysis zones (see Exhibit C) , planned land uses and trip generation rates, the daily and peak hour trip generation for each zone has been determined and is shown in Table 6 . 2 . Trip Distribution Trip distribution represents the directional orientation - of traffic to and from the project site. Trip distribution is heavily influenced by the geographical location of the site, the location of commercial and recreational opportunities and the proximity to the regional freeway system. The directional orientation of traffic was determined by evaluating existing and proposed land uses and highways within the community. Trip distribution for this study has been based upon mid- term conditions, based upon those highway facilities which are either in place or will be implemented over the - next eight years. The trip distribution patterns for the project are graphically depicted on Exhibits M to R. 3 . Modal Split The traffic reducing potential of public transit has not been considered in this report. Essentially the traffic 32 TABLE 6 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE PEAR HOUR' AM PM ZONE' LAND USE QUANTITY3 IN OUT IN OUT DAILY4 1 Community Park 19 AC NOM' NOM 5 5 110 Multi-Family 180 DU 30 90 85 65 1,440 Single-Family 380 DU 70 210 250 135 3, 630 2 Single-Family 246 DU 45 135 160 85 2,350 3 Single-Family 385 DU 75 210 255 135 3,680 4 Commercial Retail 100 TSF 100 60 330 330 7,070 Commercial Retail 25 TSF 45 25 135 135 2,970 (Alternative Zones 11 & 12) (Multi-Family) (370 DU) (65) (185) (175) (135) (2,960) 5 Single-Family 258 DU 50 140 170 90 2,460 Elementary School 600 ST 110 70 5 5 650 6 Business Park 165 TSF 230 40 55 190 2, 370 (Commercial - SP) TOTAL 755 980 1,450 1, 175 26,730 (Total With Alternative) (675) (1, 080) (1, 160) (845) (19, 650) 1 All peak hour trips rounded to the nearest 5. 2 For zone location see Exhibit C. 3 DU = dwelling units AC = acres ST = students TSF = thousands square feet 4 All daily trips rounded to the nearest 10. S NOM = Nominal T• 33 PROJECT ZONE 1 TRIP DISTRIBUTION 30 10 `J — 40 1 -� 15 25 / 5 ' ♦� `� i� 5 `1( i ♦`--' _- — r- I :10 L----------- 2 5 i ELF` I 5 INNERS N 20 i ' r i 5 S� 10 c sl LEGEND: 20 I- 10 = PERCENT TO/FROM PROJECT I- MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT M 34 Robert Kahn, John Kain do Associates, Inc. PROJECT ZONE 2 TRIP DISTRIBUTION 30 10 c 40 ' 50 �.__..y 20 i ITE _J 20 10 20 O i 30 L----------- (( 40 P G� JNNERSo O� 15 i 2 i i � T 5 ST 15 � c LEGEND: 20 10 = PERCENT TO/FROM PROJECT _ MURDOCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT N 35 Robert Kahn, John Kain — ac Associates, Inc. PROJECT ZONE 3 TRIP DISTRIBUTION 30 5 cy _ 10 25 /20 65 l� 0 i 45 10 151 'P L___-------- l� JNNERS 25 i i 5 T,Q s�. 10 — c�LL 15 LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT o 3 6 Robert Kahn, John Kai n Associates, Inc. PROJECT ZONE 4 TRIP DISTRIBUTION 30 5 cy� 30 5 l� 65 � r- t � 10 i i 10 20 L----------- 5 ,j INNERS N O� 20 i 5 r i O� �• �tiQ S, l 10 i 15 T LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort� SPECIFIC PLAN Lake Elsinore, California EXHIBIT P 3� Robert Kahn, John Kain do Associates, Inc. PROJECT ZONE 5 TRIP DISTRIBUTION 30 5 Cy� — I 5 �f 1 i it 65 iS IT -1 I I 10 1 301 /A L------------ I qL - 1 � i JNNERS N O� 25 20 - i i l,Q 5 I _15 / � tic0� 10 1 `rT LEGEND: - 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT Q 3a Robert Kahn , John Kain do Associates, Inc. PROJECT ZONE 6 TRIP DISTRIBUTION 20 5 25 C 45 75` 30 20 25 %� / SIT �r v � r- 20 5 15 �p ---------COS - I i JNNERSpN O� 20 i i i If � O t'I �tiC p 15 LEGEND: 10 = PERCENT TO/FROM PROJECT _ MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT R 39 Robert Kahn, John Kain do Associates, Inc. projections are "conservative" in that public transit might be able to reduce the traffic volumes. In addition, traffic volumes have not been reduced for internal interaction between residential and commercial uses. 4 . Trip Assignment The assignment of traffic from the site to the adjoining roadway system has been based upon the site's trip generation, trip distribution, proppsed arterial highway and .local street systems, which would be in place by the time of initial occupancy of the project. Based on the identified project traffic generation and distributions, project related traffic volumes are shown on Exhibit S. B. Other Development Traffic 1. Method of Projection To assess future traffic conditions, project traffic is combined with existing traffic, traffic from other surrounding development and areawide growth. The study year for analysis purposes in this report is Year 2000. - 2 . Non-Site Traffic for Study Area Surrounding development in the vicinity of the site includes the projects listed by zone in Table 7 and illustrated on Exhibit T. Table 8 shows the daily and peak hour vehicle trips generated by the surrounding development in the vicinity of the site. Exhibits U to DD contain the directional distribution and assignment of 40 PROJECT AVERAGE DAILY TRAFFIC IADTI 7.8 0.1 T cy 2.2 4.1 3.4 �J 5.3 �.- 4.8 5.1 s� %5.1 - �'��2.6 ` l 9.9 4.6 �� `IN2.3 t� 3.01 6.1 0.5 2 4.7,E Al--r—�� O- � \5. � r -_,i SITE 0.9 -J 2.8 -- 4.1 5.6 4.0 L-----------{C �P G� 4.0 _ I / i 1.7 �NNERSpN 0.5 0.2 34�p�F -9L �tiG ��'�----�-- G ✓p 2.8 QS� 0.5 R ST LEGEND: 0.5 = VEHICLES PER DAY (1000'S) MURDOCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT S 4 i Robert Kahn , John Kai n do Associates, Inc. TABLE 7 OTHER DEVELOPMENT LAND USE BY ZONE ZONE LAND USE UNITS' QUANTITY 7 Commercial Retail TSF 350 Single-Family DU 344 — 8 Single-Family DU 646 Elementary School ST 600 — 9 Commercial Retail TSF 150 Multi-Family DU 150 Single-Family DU 347 — 10 Single-Family DU 652 Golf Course HOLES 18 — 11 Multi-Family DU 150 Single-Family DU 311 — 12 Business Park TSF 325 (Commercial - SP) 13 Business Park TSF 90 (Commercial - SP) 14 Business Park TSF 975 (Commercial - SP) 15 Commercial Retail TSF 190 16 Business Park TSF 1, 140 (Commercial - SP) '- DU = dwelling units TSF = thousand square feet ST = students 42 OTHER DEVELOPMENT , TRAFFIC ANALYSIS ZONES �` 14 13 t 15 - CO� t �2�P 9LF I � i �NNERSpN JI J� i 2 � i Q� Sl LEGEND: Cat ST O7 = ZONE NUMBER t — ZONE BOUNDARY MURDOCK ALRERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT T 43 Robert Kahn, John Kain & Associates, Inc. TAB OTHER DEVELOPMENT TRIP GENERATION By ZONE PEAK HOUR1 ZONE LAND USE OUANTITY3 AM IN PM OUT IN OUT DAILT4 7 Cc miercial Retail 350 TSF 215 Single-Family 344 DU 190 225 120 15,290 — 65 190 225 120 3,290 8 Single-Family 646 DU 125 Elementary School 600 ST 355 425 225 6,170 110 70 5 5 650 9 Commercial Retail 150 TSF 130 75 425,_= 425 9,110 Multi-Family 150 DU 25 Single-Family 347 DU 70 S5 1, 0 65 190 230 120 3,31310 10 Single-Family 652 DU 125 — 310 430 230 6,680 Golf Course 18 HOLE 50 0 30 30 0 11 Multi-Family 150 DU Single-Family 311 DU 25 70 55 1,200 60 170 205 110 2,970 — 12 Business Park 325 TSF 450 (Commercial - SP) 80 105 375 4,670 13 Business Park 90 TSF 125 (Commercial - Sp) 20 30 105 1,290 14 Business Park 975 TSF 1,345 (Comnerciat - SP) 235 320 1,120 14,010 15 Commercial Retail 190 TSF 150 85 495 495 10,560 16 Business Park 1,140 TSF 1,575 275 375 1,310 16,380 (Commercial - SP) — TOTAL 4,640 2,390 4,170 5,510 97,180 7 GA y A r� I R Tic �c� 3t5 17s7 g _ 64 a t75 40 24 r 4/170 -5- •_)47 Z75 ed to the nearest 5. $30' S40 93a 16Q 1 xhibit C. r - , feet All daily trips rounded to the nearest 10. 44 OTHER DEVELOPMENT ZONE 7 TRIP DISTRIBUTION 30 10 c \�J 50 65 10 15F 35 s� ell 30 5 �I �. %S IT 15+ 20 r- I 5 151 L------------ i 9LF` I i vNNERS N �� 20 77 i ' T � � O I � 5 10 o� 15 i ST LEGEND: 10 = PERCENT TO/FROM PROJECT i - MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT U 4 5 Robert Kahn, John Kai n do Associates, Inc. OTHER DEVELOPMENT ZONE 8 TRIP DISTRIBUTION 30 10� cy — ���s 55 45 — 15 10 20 20 5 15�-T {�aI / y `' 10 5 — 1 � I 1 i L----------�01 A � .9L 1 F i �NNERg0H O� - 25' i Sl \O� 25 i i J +___�---�� fig- ✓py I � 10 I — 20 i ST LEGEND: � - 10 = PERCENT TO/FROM PROJECT r i MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT V 4 6 Robert Kahn, John Kai n do Associates, Inc. OTHER DEVELOPMENT ZONE 9 TRIP DISTRIBUTION 30 10 C 5 35 60 -- 1 35 4-0 `�-�'-1��_ �101yi �+30 r- I I I 5 /Q 25 10I L------------ 1 9LF t NNERS0N 20 i i � S 10 t �CpGL S 20 1 T LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH T opt SPECIFIC PLAN T Lake Elsinore, California EXHIBIT w 4 Robert Kahn , John Kai n do Associates, Inc. OTHER DEVELOPMENT - ZONE 10 TRIP DISTRIBUTION 30 5 � C " F►y?, - 40 5 I- 30 30 �% i 15 � f � \ � 25 . i SIT 5 I- i- -.j 15 5 L-----------20� I- i qLF. I i NNER$OH i h�0 25 i JEQ` i 10 10 I_ 15 ► S'l LEGEND: �- 10 = PERCENT TO/FROM PROJECT l_ MURDOCK ALBERHILL RANCH jt SPECIFIC PLAN - Lake Elsinore, California EXHIBIT X 48 Robert Kahn, John Kai n & Associates, Inc. OTHER DEVELOPMENT ZONE 11 TRIP DISTRIBUTION 30 5 cy� ` 10 20 15 10 10 20 5 ~� 5 % O i 5 10 SIT r 50 � r- � I 5 I 201 L----------- , 9`F 5 i NNE So O� 25 i 15 i ' r T r� _per `• �'�'D ST 5 10 � c 0 15 i �ST LEGEND: 10 = PERCENT TO/FROM PROJECT _ MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT Y 4 9 Robert Kahn , John Ka in �C Associates, Inc. OTHER DEVELOPMENT ZONE 12 TRIP DISTRIBUTION 30 5 10 30 5 25 �f 25 — 20 / S I -+--`� T r I I I 15 i I G� FtP — � I JNNERS N OQ 25 i i I i 5 15 i sl LEGEND: 10 = PERCENT TO/FROM PROJECT I — MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN _ Lake Elsinore, California EXHIBIT Z 50 Robert Kahn , John Kain do Associates, Inc. OTHER DEVELOPMENT ZONE 13 TRIP DISTRIBUTION 20 5 25 45 7S 30 5 20 s� 25 - / Y 20 i SIT r- 1 I 15 i L------------�( G� �P INNERS 20 i i i i • � O ! S`T 5 i 15 r LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH orth SPECIFIC PLAN Lake Elsinore, California EXHIBIT AA 5i Robert Kahn , John Kain _ do Associates, Inc. OTHER DEVELOPMENT - ZONE 14 TRIP DISTRIBUTION 35 5 - 25 I _ �rF s� I i - I I Q �P G� � F � i INNER$ p� I i i l \p�' 35 J. J� i i 5 - 20 i `ST LEGEND: _ 10 = PERCENT TO/FROM PROJECT I - MURDQCK ALBERHILL RANCH i ort SPECIFIC PLAN _ Lake Elsinore, California EXHIBIT BB 52 Robert Kahn, John Ka i n _ do Associates, Inc. OTHER DEVELOPMENT ZONE 15 TRIP DISTRIBUTION 25 T 01� S �J i �.♦ i1 15 5 i i �♦ i S IT + r- 1 1 30 / 5 t 101 P L----------- n — 5 &--- i JNNERS N �� 25 i � T � 0 � `rT 5 — j tico� 10 i � LEGEND: 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH �oryt SPECIFIC PLAN - Lake Elsinore, California EXHIBIT cc 53 Robert Kahn, John Kai n _ k Associates, Inc. OTHER DEVELOPMENT _ ZONE 16 TRIP DISTRIBUTION 30 5 ' I 10�.. 5 20 51 iSIT r i 5 i 20 ------------ � I - t 9L�, J i JNNERS N ST 30 i i i 10 F � D,Q i ail, / oo� 5 ' sl LEGEND: 10 10 = PERCENT TO/FROM PROJECT MURDOCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT DD s411 Robert Kahn , John Kain do Associates, Inc. the other development traffic. Based on the identified trip distributions for the other development on arterial highways throughout the study area, other development average daily traffic (ADT) are shown on Exhibit EE. 3 . Through Traffic To account for traffic growth on roadways generated _ outside the study area, future traffic volumes have been calculated based on an 8 . 0 percent annual growth rate of existing traffic volumes over an 8.year period. Areawide growth is derived as follows: Location: Central Street (SR-74) south of 1-15 Freeway 1986 Volume: 9, 600 vehicles per day 1990 Volume: 13 , 000 vehicles per day Approximate Annual Growth Rate: 7 . 9% Areawide growth has been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic generated by the project and other surrounding development. C. Total Traffic Exhibit FF shows the daily traffic volumes which can be expected for Year 2000 traffic conditions with the project, other development and areawide growth. — 55 OTHER DEVELOPMENT AVERAGE DAILY TRAFFIC IADTI 29.2 14.3 TFM S - �� \ 24.6 7. �� 27.6 I _ 18.4 � 15.9 �f I 14.2 t 3.5 22.5 14.6 \\�4.2 7.1� 18.1 i i�\%`` 8 15.6 �i ! 0. � `�- r%� r �� �� _'__%_ 17.2 SITE 3.2 � 0.8 r'-- I_ 9.2 1 4.6 i i i� 24.8 L----------- �P I - ��� 8.9 qLF I 2.5 i 2.6 8.4 JNNERS0 10, �OQ / �OJI T � i1.6 ? 15.2 8.4 ppF ti� 6.6 o�i S7 3.5 sT LEGEND: _ 1.6 = VEHICLES PER DAY (1000'S) M R� U DOCK ALRERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT EE 56 Robert Kahn , John Kai n do Associates, Inc. YEAR 2000 AVERAGE DAILY TRAFFIC IADTI - 15.4 t cFM J 10.8 45.7 FWy 12.6 �J 49.9 38.0 % 36.3 -4� 6.8 `�\ 32.8 37.7 j � 7.3 19.1 10.11� 22.5 ji 0 % -.% .2 5.5� \S, 5- i N% S ITE P4.4 i __ -J 2.8 1 13.7 37.1 1 i 'P ---------- �P 13.3 9LF 16.2 JNNERSpN O� 25.8 3.1 2 �29.6 3.3 J 23.5 o � h4�ii 23.1 ,q�!rC�, 00 15.2 33.8�'P 0 OR34.4 33.6 LEGEND: 23.1 = VEHICLES PER DAY (1000'S) MURDOCK ALRERHILL RANCH opt SPECIFIC PLAN - Lake Elsinore, California EXHIBIT FF s7 Robert Kahn, John Kai n do Associates, Inc. V. TRAFFIC ANALYSIS A. Site Access The proposed project will have access to Lake Street, Nichols Road and Terra Cotta Road. Site access and internal circulation has been analyzed in detail in the January 24, 1991 traffic study prepared by ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. . B. Capacity and Level of Service and Improvement Analysis 1 . Level of Service at Year 2000 Without Project Year 2000 Intersection Capacity Utilization (ICU) for the - future network without the proposed project are shown in Table 9 . Table 9 shows ICU calculations based on _ existing geometrics at the intersections. As shown in Table 9, intersections in the vicinity of the site will operate at Level of Service "F" during the peak hours without improvements. ICU calculation worksheets are provided in Appendix "B" . Exhibits GG and HH show AM and PM peak hour turning movement volumes for Year 2000 traffic conditions without the project, respectively. - 2 . Level of Service at Year 2000 With Project and Without Improvements Year 2000 Intersection Capacity Utilization (ICU) for the future network with the proposed project are shown in Table 10 . Table 10 shows ICU calculations based on geometrics at the intersections without improvements. As shown in Table 10, intersections in the vicinity of the 58 TABLE 9 FUTURE INTERSECTION CAPACITY UTILIZATION WITHOUT PROJECT INTERSECTION 4PPROACH LANES NORTH- SOUTH- EAST- HEST PEAK HOUR BOUND BOUND BOUND BOUND ICU L INTERSECTION L T R L T R L T R , L T R Al( PM AM PM Lake Street (NS) at: • I-15 Freeway HB Ramps (E11) 0 1 0 0 1 0 0 0 0 0 1 - 1.85 1.54 F F • 1-15 Freeway EB Ramps (EH) 0 1 0 0 1 0 0 1 0 0 0 0 1.97 2.27 F F • Temescal Canyon Road (EH) 0 1 0 0 1 0 0 1 0 0 0 0 1.73 1.96 F F • Nichols Road (EH) 0 1 0 0 1 0 0 0 0 0 1 0 1.12 1.24 F F Nichols Road (NS) at: • 1-15 Fwy HB Ramps (EH) 0 1 0 0 1 0 0 0 0 0 1 0 1.17 1.40 F F • 1-15 Fwy EB Ramps (EH) 0 1 0 0 1 0 0 1 0 0 0 0 1.03 1.19 F F Terra Cotta Road (NS) at: • Lakeshore Drive (EH) 0 1 0 1 1 0 1 1 1 0 1 1 0.66 0.80 B C Machado Street (NS) at: • Lakeshore Drive (EH) 1 1 0 0 1 0 0 1 0 1 1 0 0.85 1.23 D F Riverside Drive (NS) at: • Lakeshore Drive (EH) 1 2 0 1 2 0 1 2 1 1 2 0 0.52 1.06 A F 1 When a right turn lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City _ staff. 3 Level of Service (LOS), based upon Riverside County criteria. 59 YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECMW (3 r_7 474 L- � r I - I ,/ �NNERSpN i J 9 MURDOCK ALBERHILL RANCH �ojrtSPECIFIC PLAN Lake Elsinore, California EXHIBIT GG 6o Robert Kahn, John Kain do Associates, Inc. YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT j 11 ;M) T J I� 3 „IJ 25mr ,773-� iSITE �1 v I OI e� i INNERS O=� -4y pD opt 'yp ei ST 7 MURDOCK ALBERHILL RANCH �rt SPECIFIC PLAN Lake Elsinore, California EXHIBIT HH 61 Robert Kahn , John Kain & Associates, Inc. TABLE 10 FUTURE INTERSECTION CAPACITY UTILIZATION WITH PROJECT _. INTERSECTION A(jPROACH LANES NORTH- SOUTH- EAST- HEST- PEAK HOUR BOUND BOUND BOUND BOUND ICU LOS INTERSECTION L T R L T R L T R L T R AM PM AM PM Lake Street (NS) at: • I-15 Freeway H8 Ramps (EH) - -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.98 1.63 F F -with improvements 2 2 0 0 2 0 0 0 0 1 0 1 0.79 0.88 C D • I-15 Freeway EB Ramps (EH) -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 2.15 2.51 F F _ -with improvements 0 3 1 1 2 0 1 0 1» 0 0 0 0.77 0.62 C B • Temescal Canyon Road (EH) -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 1.95 2.27 F F -with improvements 2 3 0 2 3 0 1 1 1 1 1 1 0.64 0.89 B D • Nichols Road (EH) -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.32 1.52 F F -with improvements 0 2 0 1 2 0 0 0 0 1 0 1 0.71 0.73 C C Project Collector loop Road (EH) 0 2 0 1 2 0 0 0 0 1 0 1 0.68 0.68 B B • Lakeshore Drive (EH) 0 2 0 2 2 0 0 0 0 1 0 1 0.86 0.73 D C _ Nichols Road (NS) at: • I-15 Fwy 613 Ramps (EH) -without improvements 0 1 0 0 1 0 0 0 0 0 1 0 1.30 1.68 F F -with improvements 1 2 0 0 2 1 0 0 0 2 0 1 0.67 0.82 B D - • 1-15 Fwy EB Ramps (EH) -without improvements 0 1 0 0 1 0 0 1 0 0 0 0 1.28 1.49 F F -with improvements 0 2 1 1 2 0 1 0 1 0 0 0 0.63 0.75 B C Project Collector Loop Road (NS) at: • Nichols Road (EH) 1 1 0 1 1 0 1 2 0 1 2 0 0.55 0.80 A C Project Collector Road (NS) at: • Nichols Road (EH) 0 0 0 1 0 1 1 2 0 0 2 0 0.53 0.80 A C - 1 when a right turn lane 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 >> = Free Right Turn 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City - staff. 3 Level of Service (LOS) based upon Riverside County criteria. 62 TABLE 10 (CONT'D) FUTURE INTERSECTION CAPACITY UTILIZATION WITH PROJECT INTERSECTION AgPROACH LANES NORTH- SOUTH- EAST- HEST- PEAK HOUR BOUND BOUND BOUND BOUND ICU LO INTERSECTION L T R L T R L T R L T R AM PM AM PM Terra Cotta Road (NS) at: • Nichols Road (EH) 1 1 1 1 1 0 1 2 0 1 2 0 0.50 0.73 A C • Lakeshore Drive (EH) 0 1 0 1 1 0 1 1 1 0 1-4-; 0.76 0.89 C D Machado Street (NS) at: • Lakeshore Drive (EH) -without improvements 1 1 0 0 1 0 0 1 0 1 1 0 0.94 1.31 E F -with improvements 1 1 0 0 1 0 0 2 1 1 2 0 0.60 0.85 A D Riverside Drive (NS) at: • Lakeshore Drive (EH) -without improvements 1 2 0 1 2 0 1 2 1 1 2 0 0.57 1.11 A F -with improvements 2 2 0 1 2 1 1 2 1 2 2 0 0.50 0.87 A D 1 when a right turn lane 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 2 Intersection Capacity Utilization (ICU), with 5 percent clearance interval as requested by City staff. 3 Level of Service (LOS) based upon Riverside County criteria. - 63 site will operate at Level of Service "F" during the peak hours without improvements. ICU calculation worksheets are provided in Appendix "B" . Exhibits II and JJ show AM and PM peak hour turning movement volumes for future - traffic conditions with the project, respectively. 3 . Level of Service at Year 2000 With Improvements Year 2000 Intersection Capacity Utilization (ICU) for the future network with the proposed project and with intersection improvements are also-shown in Table 10. As shown in Table 10, intersections in the vicinity of the site will operate at Level of Service "D" or better during the peak hours with improvements. ICU calculation worksheets are provided in Appendix "B" . - As development occurs the off-site roadway system will need to be improved to roadway classifications as shown on the City General Plan Circulation Element. The implementation of off-site improvements shall be determined as future entitlements are granted for development in and around the project area. 64 YEAR 2000 AM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT for r L-174 J { f (y, L , Z 474J 787- 1 F j \% j Y / ♦ter►�� J 1 F-73, y i Li� Cq l,QC �-. �� ��� tr• )' Cep '( 0 i --629 s T MURDOCK ALRERHILL RANCH opt SPECIFIC PLAN -- Lake Elsinore, California EXHIBIT II 65 Robert Kahn , John Kain do Associates, Inc. YEAR 2000 PM PEAK HOUR INTERSECTION VOLUMES WITH PROJECT J1 �� 1 5 j 4 ' J 1 ' rl r FL {_ �^ 191" s J L ;:1-14' - ~ J NNERSpN ) / 4i�i • �'`rF lni { F 2; ,tic 17 o� i MUR©OCK ALBERHILL RANCH ort SPECIFIC PLAN Lake Elsinore, California EXHIBIT JJ 6 6 Robert Kahn, John Kai n do Associates. Inc. VI . RECOMMENDATIONS A. Site Access Project roadways should be aligned and sized as illustrated on Exhibit KK. The recommended roadway cross-sections are as follows: Roadway Link Designation Lake Street within 500 feet of -__ Urban Arterial the Nichols Road intersection z(130' ROW) Lake Street south of Nichols Major Road transition area (100' ROW) Nichols Road within 500 feet of Major the Lake Street intersection (110' ROW) Nichols Road east of Lake Street Major transition area (100' ROW) Terra Cotta Road south of Secondary Nichols Road (88 ' ROW) Project Collector Loop Road Modified Collector (74 ' ROW) Project Collector Road Collector (60' ROW) The project should provide left turn pockets at the following intersections: Street to At Intersection Left Turn Be Striped With Pocket Length Lake St. (NS) "A" Street (EW) 150 ft. "B" Street (EW) 150 ft. Nichols Rd. (EW) Zone 2 Access (NS) 150 ft. "A" Street (NS) 200 ft. "A" St. (EW) Lake Street (NS) 100 ft. 67 CIRCULATION RECOMMENDATIONS l .`•yo o ` o- � ST / �.• c c 1 — / W 1 ,� •/ •/ \•. W �1 I N• f • I i1 r----- ----J it 1 p •I 1 U •i I it I Er ST. i Az • ------J LEGEND: PROJECT COLLECTOR LOOP RD. No = URBAN ARTERIAL W/ DUAL LEFT TURNS (130') ❑❑ = TRANSITION FROM URBAN ARTERIAL TO MAJOR = URBAN ARTERIAL W/ SINGLE LEFT TURNS (120') TRANSITION FROM URBAN ARTERIAL TO MAJOR 0*0 = MAJOR W/ DUAL LEFT TURNS (1 10') -- 000 = TRANSITION FROM MAJOR-100 TO MAJOR-1 10 •»» = MAJOR W/ SINGLE LEFT TURNS (100' N - SECONDARY W/ SINGLE LEFT TURNS 88') = MODIFIED COLLECTOR W/ SINGLE LEFT TURNS (74') — = COLLECTOR (60') = TRAFFIC SIGNAL MURDCCK ALBERHILL RANCH opt SPECIFIC PLAN Lake Elsinore, California EXHIBIT KK 6$ Robert Kahn , John Ka in )--,) do Associates, Inc. Nichols Road (NS) 100 ft. Terra Cotta Rd. (NS) Project entrance (EW) 150 ft. _ The project should participate on a pro-rates basis in the provision of left turn pockets at the following intersections: Street to At Intersection Left Turn Be Striped With Pocket Length Nichols Rd. (EW) Collector St. (NS) 150 ft. Collector St. (NS) Nichols Road (EW 200 ft. Curb-return type driveways should be constructed at each of the multi-family/commercial access points on Nichols Road and Terra Cotta Road to facilitate ingress/egress to the site. B. Roadway Improvements 1. On-Site The project should install a traffic signal (see Appendix "C") at the intersection of the Project Collector Loop Road access point on Lake Street and participate on a pro-rata basis to the installation of traffic signals at the following intersections (see Exhibit KK) : Lake Street (NS) at: • Nichols Road (EW) Terra Cotta Road (NS) at: • Nichols Road (EW) Project Collector Loop Road (NS) at: • Nichols Road (EW) 69 Project Collector Road (NS) at: • Nichols Road (EW) Project Zone 1/Brighton Commercial Joint Access (NS) at: • Nichols Road (EW) Internal circulation should be provided as indicated on - Exhibit KK. Traffic signing/striping should be implemented in conjunction with detailed construction _ plans for the project. 2 . Off-Site As development occurs the measures listed below are recommended to mitigate the impact of cumulative growth on traffic circulation. The implementation of each - measure shall be determined as future entitlements are granted for development in and around the project area. _ a. Improve Lake Street between Nichols Road and the I- 15 Freeway to an Urban Arterial cross-section (120 to 130 foot right-of-way) in conjunction with areawide development. b. Improve Nichols Road between Lake Street and - Collier Avenue to a Major cross-section (100 to 110 foot right-of-way) in conjunction with areawide development. C. Improve Nichols Road between Collier Avenue and the Alberhill Ranch boundary east of the I-15 Freeway to an Urban Arterial cross-section (120 to i30 foot right-of-way) in conjunction with areawide development. 70 d. Improve Lake Street to a Major cross-section (100 to 110 foot right-of-way) south of Nichols Road in conjunction with areawide development. e. Improve Terra Cotta Road to a Secondary cross- section (80 to 88 foot right-of-way) between Nichols Road and Lakeshore Drive in conjunction with areawide development. f . Improve Lakeshore Drive to a Major cross-section (100 to 110 foot right-of-way) east of Lake Street/Robb Road in conjunction with areawide development. g. For Year 2000 traffic conditions, intersection geometrics as recommended in Table 10 should be implemented. The development of the proposed project will help to implement important roadway improvements in the area, including the widening of a portion of Lake Street, Terra Cotta Road and Nichols Road adjacent to the development (see Exhibit KK) . The project could contribute substantially towards a citywide roadway improvement program, as a result of proposed road fees currently being evaluated by the City of Lake Elsinore. To insure that funds from the developer and/or the citywide fee program are appropriately targeted to ongoing circulation needs, we recommend that a development monitoring process be implemented citywide. 71 C. Transportation System Management Actions - 1 . Off-Site As development in the area occurs, the Lake Elsinore Transit System (L. E.T. S. ) should consider expanding service into the area. 2 . On-Site To encourage ridesharing/transit ridership and reduce commute trip impacts on access routes to the I-15 _ Freeway, a portion of the commercial parking areas should be designated for Park-N-Ride use on weekdays between 6 : 00 AM and 6: 00 PM if the residential overlay alternative is not implemented. 72 APPENDIX A DAILY LINK VOLUME CALCULATIONS FOR PROJECT t z� ALBERHIII RANCH HILL DEVELOPMENT - ]N: 22-90-001 TRAFFIC DISTRIBUTION: ZONE ZONE 1 ;ZONE 2 :ZONE 3 :ZONE 4 :ZONE 5 :ZONE 6 !ZONE 7 :ZONE 8 ;ZONE 9 :ZONE 10:ZCNE 11;I04E 12:ZONE 13:ICNE 14: —{ ------------------------------------------------------------------------------------------------------------------------- TRIP-END: 110 : 1190 : 1250 : 2580 : 1640 : 830 : 2160 : 1710 1 2600 : 620 : 7430 : 3490 : 0 1 0 : ------------------------------------------------------------------------------------------------------------------------- LINK 1 : 351: 351: 351: 40I: 401: 402: 351: 301: 5:: 5:; 5:: 51.: All, f:; LINK la : 701: 351: 351: 401: 401: 401: 351: 301: 5I: rill, Sit 51: Ol: 0Z: LINK 2 : 301: 511. 51: Oi; 65:: 451: Olt Ci: O1: 094: Oil, Olt 0:: LINK 3 : 301: 51: Sl: 35Z; 25:: 15I: 151: Olt OIl, ell. OZ: U:: Ul' LINK. 4 ; 301: 5:: 51: 351: 35:: 15111 151: Ol: 0:: Ol: Oil, Oil, 0:: LINK ri ; 301: 451: 451: 451.: 20Z: 01: 40:: 35:: 10111: 10Z: Iol: 112: fZ LINK 6 : 301: 551: 451: 451: 201: oil, 401: 35I: 10i: 101: 101: 101: Ol: 01: IINK 7 : 301: 551: 55I: 201: 21t! 401: 451: 651: iIol: I01: 10I: 10i: Oil, 01: IINr 8 : 251l, a(�I: 401: 201: 2i':: 2!►l: 351: 401: 301: 301: 601: 501: 0:: LINK Ba : 251: 401: 401: 201: 201; 201: 351: 401: 30L: 301: 60:: 6011: 01: O1: r ice � p. LINK 9 2.,I� aOI� 4GZ. 20I. 2Gt: 202: 3,,r I� 40i, 7^...� 10Z,: 6G:: EG..� U... .. LINK 10 : OI: Oil, Ol: 351: 401: 601: 1S1; Olt oil, ol: O:: 01' Ol: C:: LINK 11 : Oil, 01: Ol: 201: 401: 60Z: IM 01: 01: 01: 0:: 0:: PZ: f: IINK 12 : Oil, ol: oi; 201: OZ: 60Z: 151: ol: OZ: ol: 01: 01; O:' U:: "N► 13 l, OI: OI: 01: 01: 01: 50:: 151: Oi: oil, Olt J:; ^:; M �:: :INK. 14 : ol: 01: ol: 0:: oil, 40i: 151: O1: 0:: Oil, 01: Oil, Ol: Gil, LINK IS : Ol; Oil, Ol: O1: 0:: 401: `01: Oil, 0i: 02: oil 0:11 ^:: f:; _ LINK 16 : OI: OI: Oil, Ol: 01: 401: 851: Oil, Ol: Ol: Oi: 0:: O1; M, !INK 17 Ol: ol: Oil, 6521, 01: 401.: BSZ: oil, (:: Ol: Oil, C:: 1:: 00.: .INK. 18 : Oil, 01: 01: 651: OZ: 401; 85Z: 1001: Ol: 01! 01: Oil, 01.1 J:: LINK 19 : 02: Ol: 02: 651: 01: 401: 851i: 1002: 0:: O:: 0:: 01: LINK 20 : Olt 01: OZ: 01: Ol: O1: oil, OI: tool: 1001: . Ol: CO., 0:: OZ: LINK 21 : 0:: ol: O:: 01: 0:: Olt Ol: 01: 701: 1001: f:: f:: OZ: ?:: IINK 22 : ol: Ol: 01; ol: 01; 01: Oi: Ol: Ili: Pit; 01: OZ: LINK 23 : OI: C:: 01: O1: CZ: 01: 01: O:: 0:: Ml: O:: 0:1 (:; OV LINK 24 : ol: ::: 0:: 61: Oil, OI: 01: 0:: 3c:: Oil 0:: O:: 1: %; �., ., ., ., �., ., a G:, 0:: Go: LINK 25 01: C.: C.: 0.: 0.1 C., �. IINK 26 : Ol: 01: Olt O:: 01: Oil, ol: 0:: 2C1: 011. t:; OIt 0:11 0:: LINO 27 C2: 0:: Ol: 3At 0:: 0:: O:: 01; 201: C:: �;: (•:; 0:: :; _1Mo 28 Oi: Ol: 0i: Ol: Ol: 0:: CI: 01: ;:02: 01: kit! oil, OZ: .Z; LINK. 2° ; Ol: 0:; Ol: pit: 6C:: (1:: Oil, 0:; ft: M. LIN( 30 Olt Ol: 01: ol: loot: Ol: 0:: Olt O1: Ot: Ol; Ol: Oil, Olt LINK 31 Olt 01: 01, Ol; Oi: 601: Oil, ol: Oil 01; 0t: 0:: oi: Ol: :INr 32 Oil, Olt 01: Olt OZ: 401; 01: Ol: Oil, ^1: 0:' 01: O.: ol: _ LINK 33 : Ol; OI: Ol: Ol: Ol: 02: 501: oil, Oil, 0l: Oil, Ol: 0:: 01: _INK 34 Olt 01: Ol: Ol: Oil, Oil, 401: 01: Ol: Ol: n;: Ol; 01: Ol: LINO: 31 02: (•I: 0:: Oil, Ol: OI: 501: 04.11 Ol; 01: Ol: Oil, 02: Ol: ,INK 36 Ol: 01: 01' Ot: Ol: 01: 40:: 01: 01: oil 01: it: 0*.: Ol: LINO f.'t• 0:: OZ: 61; oil, 01; 301: 01: 0:: 01: (11: 0:: Ol: Ol: :INr 32 i '.: 01; 01. (Il' 01: Ol: 301: ol: UI' Ol: Ot: Ol: ol: Ol: LINO 3 Olt 201: 0:: Oil, 01: 0:: Oi: 02: 0:: 0:: 01: O1: :INi 0 01: !:: OZ; 65.! Olt U1; ol: 02 0I' OZ: Ot; 01: 01: 02; LINO <; C:: !°1. !.1: 1s:: Al: Oil, (::: Ol: U:: 0:: UZ: ol: 0:: 0:: .INK 4'. 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Oi: OI: 20I: 101: 25I: 11,011, 20I: 3101; ALBEFhIa RAKCH HILL DEVELGP•EV - ON: ::-90-001 TRAFFIC ASSIGNMENT: TONE ;IONS 1 ;ZONE 1 :ZONE- 3 ;ZONE 4 :1014E 5 :ZONE 6 :IONE 7 :ZONE B :ZONE .i :ZONE 10:IONE 1::IONE 1::ZONE 12;:ONE 14: TOTAL ---------------------------------------------------------------------------------------------------------------------------------: _ TRIP-ENC: :10 : 1.190 : 1.-0 : 2,580 : 1.640 ; E3' : 1.160 : 1.71(: : :,i: ; 620 : 1,= ;, : 3,440 : G ; G ; 1-5.610 -----------------------------------------------------------------------------------------•----------------- •--------------- LINK 1 ; 39 : 417 : 43B : 1.032 ; E5E 3:2 : 75E : 512 13� ; 3i 37: 175 : 0 ; 0 : 4,890 LINK 11 ; 77 : 417 ; 438 : 1.032 : 65c : 332 : 756 : 51: : 130 : 31 372 175 : 0 : 0 ; 4.936 : LINK 2 : 33 : 60 : 63 : 0 1,CEE : 374 ; 0 : 0 ; 0 0 ; C ; U ; 0 ; 0 : 1,590 LINK 3 33 : 60 : 63. : 503 : 41(o ; 125 : 224 : 0 : 1v : 0 : 0 : 0 ; 0 : 0 : 1.920 LINK 4 : 33 : 60 : 63 : 903 : 574 : 125 ; 324 : 0 : G 0 ; 0 : 0 : 0 : 0 ; 21080 LINK 5 : 33 : 536 ; 563 : 1,161 : 328 : 0 : 664 ; 599 : 2EO : 62 : 743 : 349 : 0 ; 0 ; 5,500 : LINK 6 : 33 : 655 : 563 : 1.161 : 328 : 0 : 664 : 599 : 260 : 62 : 743 : 349 : 0 : 0 : 5.620 LINK 7 ; 33 : 655 : 688 : 516 : 329 : 332 : 972 : 1.112 ; '260 : 62 : 743 : 349 : 0 : 0 : 6.050 : LINK 8 ; 28 : 476 : 500 : 516 : 32B ; IE6 : M : 6B4 : 7B�� 186 4,45E : 1.745 : 0 : 0 : 10,610 'r LINK 81 ; 28 : 476 : 500 ; 51E. : 32: LEE : 756 : 684 : 780 :� 186 : 4,458 ; :.094 : 0 : 0 : 10.970 LINO 9 : 28 476 : 500 ; tlE : 31E : 166 : 751: 664 : 1.K0 : 434 : 4.4SS : :.0 4 : 0 : 0 : 1:.Ho LINK lU ; 0 : 0 : 0 : 303 : 65E 49B 324 0 0 ; 0 C. : 0 : 0 : 0 : 2.330 �. LINK. 11 ; 0 : 0 : 0 : 516 ; EH 49? : ::4 0 : 0 : 0 : 0 ; 0 : 0 : ? : 1,990 LIKE 12 : 0 G : 51i : - 4 0 224 ; C = G 0 : 1.340 . LINK13 : 0 : 0 : 0 0 41: : 124 (' : 740 ' :INI 14 6 U 33 Kz 1, C : ooJ : •iNl 15 i , q (1 0 , :.410 : LINK 16 ; G 0 : 0 : G 0 ; 3 3 2 : 1.8 3 c G ; G : u 0 - 0 0 : `. _.17 0 LINK 17 ; 0 : 0 0 ; 1.677 0 72 :.B;,E ( ( (• C f 0 : U : 3.B5C LINK 18 ; 0 : 0 : 0 : :.E•'7 C : l,J2E I.7 0 : v ; (1 0 : 0 : 0 : 5.560 (INI, IS : 0 : U : O : 1.E11 0 ; 33". n 0 : v : 0 : 0 : 5,560 ' LINK 20 c 0 : U U u ; u : 0 : 0 ; 3.: _ IINl. 21 0 : C U : U : G : G : U : ; :.82v : E2C : 0 : 2.440 : LINK 22 ; 0 : 6 : 0 : 4 0 : G ; : : : 7b : ;?•:: : 0 : : 0 ; 1,400 LINK 23 : 0 : :) ; 0 : 0 ; 0 : v ; C ; 0 : 0 1. E20 ; 0 : v ; 0 0 : Eft LINK 24 : 0 ; 0 0 : 0 : : 0 : 730 ; 0 ; G 0 : 0 : 0 : 780 : LINK 25 0 ; 0 : 0 : 0 : 0 : 0 : C : 0 : :.040 ; v C : C : C : C ; 1,040 LINK 2E 0 : 0 : ; G : 0 : G . 0 G : 526 0 : 0 , 0 ; 0 : 0 : 520 _INK 21 : 6 G : 0 ; 0 : G (1 21 0 : G : 0 : 0 ; 0 : 0 : 520 LINO. :? 0 : 0 : 0 : ( 78(� : 0 : 0 : 0 : 0 : 0 : 780 L I NI :9 : 0 : u : 0 : 0 : 984 : 0 ; i. U ; p 0 : U : �1 : 0 : 0 ; 960 :INI. 34 : 0 ; U : 0 : 0 ; 1,640 : 0 : 0 : 0 G : 0 ; 0 : 0 : 1,640 L1NI 31 0 ; U : 0 : 0 : (` : 498 : 0 G : G : (` : 1 : G : 0 : 0 : 500 LINK 32 : U : 0 : 0 : G : 0 33 (1 0 6 : 0 : 0 : 330 L_Nr. .3 ( u : U 0 : 1.OBC 0 ( ( ( Gas (' ( ( : (. 0 0 0 860 if r .... : _. i, (� v :.;'7i ( ( ( ; it 0 : 0 U Lobo INI :It:1. 3a : 860 LINO 37 r: (i 11 ` 1 • o t:_ ( ( �. :1N` -- { :.4: ( ( 0 C : 650 ::: : ( (L , 5:� :1 06 ; 0 U U 0 390 :INI ( :.; G 0 : G 0 : 0 : C : 1,550 LINO G : U ti : 1.71( : U : 0 : U 0 : 0 : 0 : 1,710 lIN►' 44 (: 0 ; 694 : U 0 0 : 0 : 0 : 0 : 680 LIM 4`. G : G U : V : 1,G:'E : 0 : 0 : 0 : 0 : 0 : C : 1.0:0 :1 N 1 46 : U 0 : l' 3 4: : 0 : (J U ; C : 0 : 0 ; 340 LINO :' E cC E: l2� 6: 42 : ICE BE ,30 31 371 17c : 0 : 0 : 11280 t _. `� APPENDIX B TRAFFIC SIGNAL WARRANTS t �� _, TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St: Lake Street (NS) Minor St:Nichols Road (EW) Year = Yr. 1998 Volume = 32 , 000 Lanes= 2 Volume = 8 , 000 Lanes= 2 (one-way) URBAN RURAL XX Minimum Requirements FADT 1. Minimum Vehicular Vehicles per day Vehicles per day _ on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 2 + 1 9, 600 6, 720 2 , 400 1, 680 2 + 32 , 000 2 + 8 , 000 9, 600 6, 720 * 3 , 200 2, 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 _ 2 + 1 14 , 400 10 , 080 1, 200 850 2 + 32 , 000 2 + 8 , 000 14 , 000 10, 080 * 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more . . 100% 100% 1 2 NOTES : 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Road (EW) Minor St: "C" Street (NS) Year = 1998 Volume = 16, 000 Lanes= 2 Volume = 2 , 740 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach - XX (one direction only) Number of lanes for moving _ traffic on each approach. - Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 - 2 + 16 , 000 1 2 , 740 9 , 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9 , 600 6, 720 3 , 200 2 , 240 1 2 + 3 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8, 400 1, 200 850 2 + 16, 000 1 2 , 740 14 , 400 10, 080 * 1, 200 850 2 + 2 + 14 , 000 10, 080 1 , 600 1, 120 - 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied _ but following warrants fulfilled 80% or more. . 100% 100% - 1 2 NOTES : 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Road (EW) Minor St: "A" Street (EW) Year = 1998 Volume = 16, 000 Lanes= 2 Volume = 4 , 900 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day _ on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural' Urban Rural 1 1 8 , 000 5 , 600 2 , 400 1, 680 2 + 16 , 000 1 4 ,900 9, 600 6,720 * 2 ,400 1, 680 _ 2 + 2 + 9 , 600 6, 720 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1 , 200 850 2 + 16 , 000 1 4 , 900 14 , 400 10, 080 * 1, 200 850 2 + 2 + 14 , 000 10, 080 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1 , 600 1, 120 3 . Combination 2 Warrants 2 Warrants 5atistiud Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES: 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Road (EW) Minor St: Collector St. (NS) Year = 1998 Volume = 16 , 000 Lanes= 2 Volume = 3 , 950 Lanes= 1 (one-way) I URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5 , 600 2 , 400 1, 680 2 + 16, 000 1 3 , 950 9 , 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9 , 600 6, 720 3 , 200 2 , 240 - 1 2 + 8 , 000 5 , 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 16, 000 1 3 , 950 14 , 400 10, 080 * 1, 200 850 2 + 2 + 14 , 000 10, 080 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES : 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Road (EW) Minor St:Collector St. (NS) Year = 1998 Volume = 16, 000 Lanes= 2 Volume = 3 , 950 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8, 000 5 , 600 2 , 400 1, 680 2 + 16 , 000 1 3 , 950 9, 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9, 600 6,720 3 , 200 2 , 240 1 2 + 8 , 000 5 , 600 3 , 200 2 , 240 _ 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 16 , 000 1 3 , 950 14 , 400 10, 080 * 1 , 200 850 2 + 2 + 14 , 000 10, 080 1 , 600 1, 120 1 2 + 12 , 000 8, 400 1, 600 1, 120 _ 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES : 1 . Heavier left turn movement from the major street .may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS - (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Road (EW) Minor St:Terra Cotta Road (Year = Yr. 1998 Volume = 16, 000 Lanes= 2 Volume = 6, 000 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EA DT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 2 + 16, 000 1 6, 000 9, 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9 , 600 6, 720 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8, 400 1, 200 850 2 + 16, 000 1 6, 000 14 , 400 10, 080 * 1, 200 850 2 + 2 + 14 , 000 10, 080 1, 600 1, 120 - 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES: 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Lake Street (NS) Minor St: "A" Street (EW) Year = 1998 Volume = 26, 200 Lanes= 2 Volume = 1, 200 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving . _ traffic on each approach. Major Street Minor Street Urban Rural Urban Rural _ 1 1 8, 000 5, 600 2 , 400 1, 680 2 + 26, 200 1 1, 200 9 , 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9, 600 6, 720 3, 200 2 , 240 1 2 + 8, 000 5, 600 3, 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day _ traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 26, 200 1 1, 200 14 , 400 10, 080 * 1, 200 850 2 + 2 + 14 , 000 10, 080 1, 600 1 , 120 1 2 + 12 , 000 8, 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 71% 100% 1 2 NOTES: 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) - Major St:Terra Cotta Road (NS) Minor St:Access Drwy. (EW) Year = 1998 Volume = 12 , 000 Lanes= 2 Volume = 2 , 600 Lanes= 1 (one-way) URBAN RURAL XX Minimum Requirements EADT 1 . Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume - Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 2 + 12 , 000 1 2 , 600 9, 600 6, 720 * 2 , 400 1, 680 2 + 2 + 9, 600 6, 720 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) - Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 12 , 000 1 2 , 600 14 , 400 10, 080 * 1, 200 850 * - 2 + 2 + 14 , 000 10, 080 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1 , 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied %X No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES : 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. ALBERHILL RANCH - MURDOCK DEVELOPMENT TRAFFIC STUDY CITY OF LAKE ELSINORE, CALIFORNIA INTRODUCTION — The project is located southwest of Interstate 15 (Corona Freeway) , east of Lake Street and adjacent to Nichols Road, as shown on Exhibit A. The proposed Alberhill Ranch - Murdock project consists of residential development, commercial -land use, an elementary school and a park. The proposed specific plan entails an amendment of the original approved specific plan and includes also an option to convert the commercial land use into multi-family residential land use. The site plan for the project is shown on Exhibit B. An overall traffic study for the whole Alberhill Ranch area has previously been prepared by Kunzman Associates (March 2 , 1989) to — evaluate existing conditions and future off-site traffic impacts for the Alberhill Ranch development. The purpose of this traffic study is to evaluate the development of this Alberhill Ranch - Murdock project from an on-site traffic circulation and project access point of view. This traffic study includes an evaluation of the on-site traffic — circulation and access requirements, based upon estimated traffic patterns for project traffic analysis zones and peak hour turning movement volumes at site access points. Based upon this review, the project is adequate from a traffic circulation standpoint, if the recommended improvements are implemented. The recommendations are included in the "Findings" section of this report. 1 LOCATION MAP TEMESCAL CANYON RD. COLLECTOR ST. sr SITE 1 � •p I L------------- TORN RANCH RD. — ROADWAYST. Opp 0 'ST — ST. CLAIR AVE. ZIEGLINDE DR. �Ol �P Off. MURDOCK or4 ALBERHILL RANCH Lake Elsinore, California EXHIBIT a 2 Robert Kahn , John Ka in & Associates, Inc. SITE PLAN 1 -W S..r aim �� is •r' MURDOCK ort ALBERHILL RANCH Lake Elsinore, California EXHIBIT B 3 Robert Kahn, John Kain do Associates. Inc. FINDINGS The following findings have been reached for existing conditions and for the proposed development. Existing Conditions 1 . The site is currently vacant and relatively low traffic generation is currently occurring within this area. _ 2 . Existing roadways in the vicinity of the project include Interstate 15 (Corona Freeway) , Lake Street, Nichols Road and Terra Cotta Road. Interstate 15 : The Corona Freeway extends from San Diego northward to Corona and beyond. It has six lanes in the vicinity of the site. Lake Street: Adjacent to the project, this roadway is classified as a Major Highway on the City of Lake Elsinore Circulation Plan with 100-110 feet right-of-way. It is currently two lanes in the vicinity of the site. Nichols Road: This roadway is classified as a 100-110 feet right-of-way Major Highway (four lanes divided) on the City of Lake Elsinore Circulation Plan. It is currently two lanes in the vicinity of the site. Terra Cotta Road: This roadway is classified as a Secondary on the City of Lake Elsinore Circulation Plan with 80-88 feet right-of-way. It is currently two lanes in the vicinity of the site. 4 - Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis _ V O L U M F. S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0 . 00 NT 1. 0 1700 7 115 738 860 0. 80* NR 0. 0 1700 1 203 298 502 0 . 30 SL 0. 0 1700 7 0 82 89 0. 05* ST 1. 0 1700 3 121- ., 325 449 0. 32 SR 0 . 0 1700 0 0 0 0 0 . 00 EL 0 . 0 1700 3 0 472 475 0. 28 ET 1. 0 1700 0 0 0 0 0. 38* - ER 0 . 0 1700 7 98 61 166 0. 10 WL 0. 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1 . 28 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 1. 0 1700 1 204 404 609 0. 75 NR 0 . 0 1700 14 204 445 663 0. 39 SL 0. 0 1700 3 0 393 396 0. 23 ST 1. 0 1700 18 315 1181 1514 1. 12* SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 11 0 113 124 0. 07 ET 1. 0 1700 0 0 0 0 0. 32* ER 0 . 0 1700 11 217 200 428 0. 25 WL 0. 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1 . 49 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 7 115 738 860 0 . 25* NR 1 . 0 1700 1 203 298 502 0. 30 SL 1 . 0 1700 7 0 82 89 0. 05* ST 2 . 0 3400 3 121 325 449 0. 13 - SR 0 . 0 1700 0 0 0 0 0. 00 EL 1. 0 1700 3 0 472 475 0. 28* ET 0 . 0 1700 0 0 0 0 0. 00 ER 1. 0 1700 7 98 61 166 0. 10 WL 0 . 0 1700 0 0 0 0 0. 00 WT 0. 0 1700 0 0 0 0 0. 00* WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 0. 63 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 1 204 404 609 0. 18 NR 1. 0 1700 14 204 445 663 0. 39 SL 1 . 0 1700 3 0 393 396 0. 23 ST 2 . 0 3400 18 315 1181 1514 0 . 45* SR 0 . 0 1700 0 0 0 0 0 . 00 EL 1. 0 1700 11 0 113 124 0. 07 - ET 0 . 0 1700 0 0 0 0 0. 00 ER 1 . 0 1700 11 217 200 428 0. 25* WL 0 . 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 0.75 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Project Collector Loop Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S i ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 0 26 0 26 0. 02 NT 1. 0 1700 0 0 0 0 0 . 19* NR 0 . 0 1700 0 244 79 323 0. 19 SL 1. 0 1700 0 0 333 333 0. 20* ST 1. 0 1700 0 0 0 0 0. 06 SR 0. 0 1700 0 0 - 105 105 0. 06 EL 1. 0 1700 0 0 42 42 0. 02* ET 2 . 0 3400 0 39 108 147 0. 05 ER 0 . 0 1700 0 9 0 9 0. 01 WL 1 . 0 1700 0 83 14 97 0. 06 WT 2 . 0 3400 0 29 57 86 0. 09* WR 0 . 0 1700 0 0 223 223 0. 13 Sum of Critical Movements = 0. 55 + PM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 0 17 0 17 0. 01 NT 1. 0 1700 0 0 0 0 0 . 10* NR 0 . 0 1700 0 157 19 176 0. 10 SL 1. 0 1700 0 0 538 538 0. 32* ST 1. 0 1700 0 0 0 0 0. 04 SR 0. 0 1700 0 0 71 71 0. 04 EL 1. 0 1700 0 0 125 125 0. 07* ET 2 . 0 3400 0 88 98 186 0. 06 ER 0 . 0 1700 0 30 0 30 0. 02 WL 1. 0 1700 0 285 66 351 0. 21 WT 2 . 0 3400 0 89 133 222 0. 26* WR 0 . 0 1700 0 0 673 673 0. 40 Sum of Critical Movements = 0. 80 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Project Collector Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate - AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 0 . 0 1700 0 0 0 0 0. 00* NR 0 . 0 1700 0 0 0 0 0 . 00 - SL 1 . 0 1700 0 138 311 449 0. 26* ST 0. 0 1700 0 0 0 0 0. 00 SR 1. 0 1700 0 64 86 150 0. 09 EL 1 . 0 1700 0 48 33 81 0. 05* ET 2 . 0 3400 0 253 447 700 0 . 21 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 0 0 0 0 0 . 00 WT 2 . 0 3400 0 162 184 346 0. 17* WR 0 . 0 1700 0 102 117 219 0 . 13 Sum of Critical Movements = 0 . 53 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0 . 00 NT 0 . 0 1700 0 0 0 0 0. 00* NR 0. 0 1700 0 0 0 0 0. 00 SL 1. 0 1700 0 63 206 269 0. 16* ST 0 . 0 1700 0 0 0 0 0 . 00 SR 1 . 0 1700 0 29 58 87 0. 05 EL 1. 0 1700 0 53 102 155 0. 09* - ET 2 . 0 3400 0 428 464 892 0. 26 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 0 0 0 0 0. 00 WT 2 . 0 3400 0 531 678 1209 0. 50* WR 0. 0 1700 0 115 366 481 0. 28 Sum of Critical Movements = 0. 80 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval - Intersection: Terra Cotta Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 0 32 132 164 0. 10* NT 1. 0 1700 0 29 0 29 0 . 02 NR 1. 0 1700 0 48 126 174 0. 10 SL 1. 0 1700 0 56 0 56 0 . 03 ST 1 . 0 1700 0 17 0 17 0. 02* SR 0. 0 1700 0 13 - 0 13 0. 01 EL 1. 0 1700 0 22 0 22 0 . 01 ET 2 . 0 3400 0 197 354 551 0. 23* ER 0 . 0 1700 0 64 166 230 0. 14 WL 1. 0 1700 0 64 108 172 0 . 10* WT 2 . 0 3400 0 67 162 229 0. 10 WR 0 . 0 1700 0 95 0 95 0. 06 Sum of Critical Movements = 0. 50 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 0 75 310 385 0. 23* NT 1. 0 1700 0 92 0 92 0. 05 NR 1 . 0 1700 0 53 171 224 0. 13 SL 1 . 0 1700 0 301 0 301 0. 18 ST 1 . 0 1700 0 92 0 92 0. 09* SR 0. 0 1700 0 69 0 69 0. 04 EL 1. 0 1700 0 69 0 69 0. 04* ET 2 . 0 3400 0 127 395 522 0. 24 ER 0. 0 1700 0 49 260 309 0. 18 WL 1. 0 1700 0 29 174 203 0. 12 WT 2 . 0 3400 0 230 562 792 0. 32* WR 0 . 0 1700 0 301 0 301 0 . 18 Sum of Critical Movements = 0. 73 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval $ Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 18 0 0 18 0. 01 NT 1 . 0 1700 1 7 0 8 0. 05* _ NR 0 . 0 1700 55 0 0 55 0. 03 SL 1 . 0 1700 11 114 239 364 0. 21* ST 1. 0 1700 1 4 0 5 0. 04 SR 0. 0 1700 1 25 -- 30 56 0. 03 EL 1. 0 1700 11 23 90 124 0. 07* - ET 1. 0 1700 347 44 17 408 0 . 24 ER 1 . 0 1700 3 0 0 3 0 . 01 WL 0 . 0 1700 29 0 0 29 0. 02 WT 1 . 0 1700 488 25 95 608 0. 38* WR 1 . 0 1700 11 68 140 219 0. 13 Sum of Critical Movements = 0. 76 + PM Intersection Capacity Analysis - V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 1 0 0 1 0. 01 NT 1. 0 1700 1 23 0 24 0. 07* NR 0 . 0 1700 96 0 0 96 0. 06 SL 1 . 0 1700 3 105 311 419 0. 25* ST 1. 0 1700 1 23 0 24 0. 10 SR 0 . 0 1700 7 33 99 139 0. 08 EL 1 . 0 1700 37 41 58 136 0. 08 ET 1 . 0 1700 666 36 80 782 0. 46* ER 1 . 0 1700 7 0 0 7 0. 01 WL 0 . 0 1700 99 0 0 99 0. 06* WT 1 . 0 1700 383 52 22 457 0. 33 WR 1 . 0 1700 18 153 417 588 0. 35 _ Sum of Critical Movements = 0. 89 + * denotes critical movement sum of critical moves includes 0. 05 clearance interval Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V 0 L U M E S -----------•----------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 351 4 0 355 0. 21* NT 1. 0 1700 14 0 0 14 0 . 19 NR 0 . 0 1700 301 0 0 301 0. 18 SL 0 . 0 1700 5 0 0 5 0. 01 ST 1. 0 1700 7 G 0 7 0. 02* SR 0. 0 1700 24 0 - _ 0 24 0 . 01 EL 0 . 0 1700 5 0 0 5 0. 01 ET 1. 0 1700 425 147 256 828 0. 59* - ER 0 . 0 1700 162 11 0 173 0. 10 WL 1. 0 1700 116 0 0 116 0. 07* WT 1. 0 1700 529 89 235 853 0. 51 WR 0 . 0 1700 9 0 0 9 0. 01 Sum of Critical Movements = 0. 94 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 124 13 0 137 0. 08 NT 1. 0 1700 18 0 0 18 0.27* NR 0. 0 1700 436 0 0 436 0. 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1. 0 1700 24 0 0 24 0. 03 SR 0. 0 1700 16 0 0 16 0. 01 EL 0 . 0 1700 9 0 0 9 0. 01 ET 1. 0 1700 483 134 391 1008 0. 76* '- ER 0. 0 1700 273 7 0 280 0. 17 WL 1. 0 1700 373 0 0 373 0. 22* WT 1. 0 1700 440 192 439 1071 0. 64 WR 0. 0 1700 18 0 0 18 0 . 01 Sum of Critical Movements = 1. 31 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- VIC Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 351 4 0 355 0.21* NT 1 . 0 1700 14 0 0 14 0. 19 NR 0 . 0 1700 301 0 0 301 0. 18 SL 0 . 0 1700 5 0 0 5 0. 01 ST 1. 0 1700 7 0 0 7 0. 02* SR 0. 0 1700 24 0 0 24 0. 01 EL 0 . 0 1700 5 0 0 5 0. 01 ET 2 . 0 3400 425 147 256 828 0. 25* ER 1. 0 1700 162 11 0 173 0. 10 WL 1 . 0 1700 116 0 0 116 0. 07* WT 2 . 0 3400 529 89 235 853 0. 25 WR 0. 0 1700 9 0 0 9 0 . 01 Sum of Critical Movements = 0. 60 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 124 13 0 137 0. 08 NT 1 . 0 1700 18 0 0 18 0. 27* NR 0 . 0 1700 436 0 0 436 0. 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1. 0 1700 24 0 0 24 0. 03 SR 0 . 0 1700 16 0 0 16 0. 01 EL 0 . 0 1700 9 0 0 9 0. 01 ET 2 . 0 3400 483 134 391 1008 0. 30* ER 1. 0 1700 273 7 0 280 0. 17 WL 1 . 0 1700 373 0 0 373 0. 22* WT 2 . 0 3400 440 192 439 1071 0. 32 WR 0. 0 1700 18 0 0 18 0. 01 Sum of Critical Movements = 0. 85 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- -- NL 1. 0 1700 131 15 35 181 0 . 11* NT 2 . 0 3400 305, 0 157 462 0. 20 NR 0. 0 1700 205 0 0 205 0. 12 SL 1. 0 1700 16 0 16 0. 01 ST 2 . 0 3400 336 01, 27 363 0 . 14* SR 0. 0 1700 118 0 ' . - 0 118 0 . 07 EL 1. 0 1700 183 0 0 183 0. 11 ET 2 . 0 3400 262 114 191 567 0 . 17* ER 1. 0 1700 62 33 65 160 0 . 09 WL 1. 0 1700 177 0 0 177 0. 10* WT 2 . 0 3400 157 74 200 431 0. 13 WR 0. 0 1700 12 0 0 12 0 . 01 Sum of Critical Movements = 0. 57 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 207 34 108 349 0. 21* NT 2 . 0 3400 507 0 38 545 0 . 27 NR 0. 0 1700 359 0 0 359 0 . 21 SL 1. 0 1700 66 0 0 66 0. 04 ST 2 . 0 3400 533 0 131 664 0 . 27* SR 0. 0 1700 262 0 0 262 0. 15 EL 1. 0 1700 283 0 0 283 0. 17 ET 2 . 0 3400 464 115 315 894 0. 26* ER 1. 0 1700 207 19 76 302 0. 18 WL 1. 0 1700 544 0 0 544 0.32* WT 2 . 0 3400 623 158 331 1112 0. 34 WR 0 . 0 1700 48 0 0 48 0. 03 Sum of Critical Movements = 1. 11 + x * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other T--=__`fic _ Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 131 15 35 181 0 . 05 NT 2 . 0 3400 305 0 157 462 0 . 20* NR 0. 0 1700 205 0 0 205 0 . 12 SL 1 . 0 1700 16 0 0 16 0. 01* ST 2 . 0 3400 336 0 27 363 0 . 11 SR 1 . 0 1700 118 0 t� 0 118 0 . 07 EL 1 . 0 1700 183 0 0 183 0 . 11* ET 2 . 0 3400 262 114 191 567 0. 17 ER 1 . 0 1700 62 33 65 160 0 . 09 WL 2 . 0 3400 177 0 0 177 0. 05 WT 2 . 0 3400 157 74 200 431 0 . 13* WR 0. 0 1700 12 0 0 12 0. 01 Sum of Critical Movements = 0. 50 + PM Intersection Capacity Analysis V O L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 207 34 108 349 0. 10 NT 2 . 0 3400 507 0 38 545 0. 27* - NR 0 . 0 1700 359 0 0 359 0. 21 SL 1. 0 1700 66 0 0 66 0. 04* ST 2 . 0 3400 533 0 131 664 0. 20 SR 1. 0 1700 262 0 0 262 0. 15 EL 1. 0 1700 283 0 0 283 0. 17* ET 2 . 0 3400 464 115 315 894 0.26 ER 1 . 0 1700 207 19 76 302 0. 18 WL 2 . 0 3400 544 0 0 544 0. 16 WT 2 . 0 3400 623 158 331 1112 0. 34* WR 0 . 0 1700 48 0 0 48 0. 03 Sum of Critical Movements = 0 . 87 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval APPENDIX C TRAFFIC SIGNAL WARRANTS _. ... i .., t� .� _.. --• TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St•Nichols Rd. Minor St:Terra Cotta Rd. Year = 2000 Volume = 23 , 450 Lanes= 2 Volume = 6 , 850 Lanes= 2 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5 , 600 2 , 400 1, 680 2 + 1 9 , 600 6 , 720 2 , 400 1, 680 2 + 23 , 450 2 + 6 , 850 9 , 600 6, 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5 , 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14 , 400 10 , 080 1, 200 850 2 + 23 , 450 2 + 6 , 850 14 , 000 10, 080 * 1, 600 1 , 120 1 2 + 12 , 000 8 , 400 1, 600 1 , 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied _ but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES : 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Lake St. Minor St:Nichols Rd. Year = 2000 Volume = 37 , 000 Lanes= 2 Volume = 3 , 400 Lanes= 2 (one-way) URBAN RURAL XY Minimum Requirements - EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) - Number of lanes for moving traffic on each approach. - Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 _ 2 + 1 9 , 600 6, 720 2 , 400 1 , 680 2 + 37 , 000 2 + 3 , 400 9, 600 6 , 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume - Satisfied Not Satisfied (both approaches) minor-street approact XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14, 400 10, 080 1 , 200 850 2 + 37 , 000 2 + 3 , 400 14 , 000 10, 080 * 1 , 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% _ 1 2 NOTES: 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Rd. Minor St:Project Zone 1 Year = 2000 Volume = 7 , 050 Lanes= 2 Volume = 2 , 740 Lanes= 2 (one-way) URBAN RURAL XX Minimum Requirements EADT 1 . Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1 , 680 2 + 1 9 , 600 61720 2 , 400 1, 680 2 + 7 , 050 2 + 2 , 740 9 , 600 6 , 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural _ 1 1 12 , 000 8 , 400 1 , 200 850 2 + 1 14 , 400 10, 080 1, 200 850 2 + 7 , 050 2 + 2 , 740 14 , 000 10, 080 1 , 600 1, 120 1 2 + 12 , 000 8 , 400 1 , 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 70% 1 2 NOTES : 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be _ provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Rd. Minor St:Project Loop Rd. Year = 2000 Volume = 14 , 900 Lanes= 2 Volume = 7 , 150 Lanes= 2 (one-way) - URBAN RURAL XX Minimum Requirements _ EADT 1 . Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. _ Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 2 + 1 9, 600 6, 720 2 , 400 1, 680 2 + 14 , 900 2 + 7 , 150 9 , 600 6, 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural - 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14 , 400 10, 080 1, 200 850 2 + 14 , 900 2 + 7 , 150 14 , 000 10, 080 * 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants - Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES: 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the 'Left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Rd. Minor St:Project Collector Year = 2000 Volume = 26 , 950 Lanes= 2 Volume = 5, 050 Lanes= 2 (one-way) URBAN RURAL XX Minimum Requirements EADT 1 . Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2, 400 1, 680 2 + 1 9 , 600 6, 720 2 , 400 1, 680 2 + 26, 950 2 + 5 , 050 9 , 600 6, 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural _ 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14 , 400 10, 080 1 , 200 850 2 + 26, 950 2 + 5 , 050 14 , 000 10 , 080 * 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants T Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES : 1 . Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. .. -a .... t �_ L .�. ... ... MURDOCK ALBERHILL RANCH TRAFFIC STUDY Lake Elsinore, Calif ornia ., A N 4.� jo w � Robert Kahn, John Kain do Associates, Inc. _.. t r �._ ... .�. Y r� �� �� Robert Kahn , John Kain & Associates, Inc. Transportation Planning - Traffic/Acoustical Engineering January 24 , 1991 Mr. John A Michler, Vice President HUNSAKER & ASSOCIATES IRVINE, INC. Three Hughes Irvine, CA 92718 Subject: Alberhill Ranch - Murdock Development Traffic Study Dear Mr. Michler: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. is pleased to submit to HUNSAKER & ASSOCIATES IRVINE, INC. the Alberhill Ranch - Murdock development traffic study. This report provides a summary of the findings, analysis procedures and evaluation of the proposed _ project with respect to on-site traffic circulation and access requirements, based upon estimated traffic volumes and distribution patterns within the site and at the access points to the site. Based upon this review, the project is adequate from a traffic circulation standpoint, if the recommended improvements are implemented. These recommendations are included in the "Findings" section of this report. ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. is pleased to provide this traffic study to HUNSAKER & ASSOCIATES IRVINE, INC. for your use in assessing the circulation features of the Alberhill Ranch - Murdock project. If you have any questions regarding this study, please do not hesitate to call at (714) 474-0809 . Sincerely, ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. QPpFESS10,yQ� F � hn Kain, AICP O�RT Kqy Robert Kahn, P.E. rincipal _U Q �' Principal NO. 0555 RK:CO: kgd/603 EXP. 12/31/93 JN: 22-90-001 *sl4T Attachments F OF CHIEF 4101 Birch Street, Suite 100, Newport Beach, Calitomia 926W (714) 474-0809 - FAX (714) 474-0902 .. .� .. ... t '� ... Y� /� �� �� 'y �� /L �� ALBERHILL RANCH - MURDOCK DEVELOPMENT TRAFFIC STUDY CITY OF LAKE ELSINORE, CALIFORNIA Prepared for: - HUNSAKER & ASSOCIATES IRVINE, INC. Three Hughes Irvine, CA 92718 Prepared by: ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. 4101 Birch Street, Suite 100 Newport Beach, CA 92660 January 24 , 1991 JN: 22-90-001 LIST OF TABLES _ TABLE PAGE 1 TRIP GENERATION RATES . . . . . . . . . . . . . . . 12 2 AMENDED SPECIFIC PLAN TRIP GENERATION BY LAND USE 13 3 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND USE 15 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE . . . 18 i -. .� �. .., -�. r. -, TABLE OF CONTENTS- SECTION PAGE INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . 1 FINDINGS . . . . . . . . . . . . . . . . . . . . . . . . . 4 Existing Conditions . . . . . . . . . . . . . . . . . . 4 Proposed Development . . . . . . . . . . . . 5 Recommendations . . . . . . . . . . . . . . . . . . . . 6 PROJECT TRAFFIC GENERATION . . . . . . . . . . 11 Trip Generation . . . . . . 11 Trip Distribution . . . . . . . . . . .. -4k, . . . . . . . 14 - Traffic Assignment . . . . . . . . . . . . . . . . . . . 14 Traffic Assessment . . . . . . . . . . . . . . . . . . 19 ON-SITE EVALUATION . . . . . . . . . . . . . . . . . 24 SiteAccess. . . . . . . . . . . . . . . . . . . . . . . 24 Roadway Cross-Sections . . . . . . . . . . . . . . . . 26 APPENDICES DAILY LINK VOLUME CALCULATIONS FOR PROJECT A TRAFFIC SIGNAL WARRANTS . . . . . . . . . . . . . . B LIST OF EXHIBITS . EXHIBIT PAGE A LOCATION MAP . . . . . . . . . . . . . . . . . . . 2 - B SITE PLAN . . . . . . . . . . . . . . . . . . . . . 3 C FUNCTIONAL CLASSIFICATIONS AND STANDARDS . . . . . 8 D PROJECT ZONES . . . . . . . . . . . . . . . . . . . 16 E LINK LOCATIONS. . . . . . . . . . . . . . . . . . . 17 F PROJECT AVERAGE DAILY TRAFFIC (ADT) . . . . . . 20 _ G PROJECT AM PEAK HOUR TURNING MOVEMENTS AT ACCESS POINTS . . . . . . . . . . . . . . . . . . . . . . 21 H PROJECT PM PEAK HOUR TURNING MOVEMENTS AT ACCESS POINTS . . . . . . . . . . . . . . . . . . . . . . 22 I CITY OF LAKE ELSINORE CIRCULATION PLAN. . . . . . . 23 J ACCESS RECOMMENDATIONS . . . . . . . . . . . . . . 25 K URBAN ARTERIAL CROSS-SECTION . . . . . . . . . . . 27 L MAJOR CROSS-SECTION . . . . . . . . . . . . . . . . 28 M SECONDARY CROSS-SECTION . . . . . . . . . . . . . . 29 N COLLECTOR CROSS-SECTION . . . . . . . . . . . . . . 30 0 STUDY AREA CROSS-SECTION RECOMMENDATIONS . . . . . 32 3. The project site is currently planned for residential , commercial, school and park uses. 4 . Substantial additional development in the study area is currently planned or in progress. Proposed Development 1. The proposed project has been accommodated within previous planning and traffic studies for the area. No adverse traffic impacts beyond those previously analyzed by Kunzman Associates (March 2 , 1989) are expected with the near-term or long-term buildout of the project. 2 . The development of the Alberhill Ranch - Murdock Development project will help to implement important roadway improvements in the area, including the widening of a portion of Lake Street, Terra Cotta Road and Nichols Road adjacent to the development. 3 . The project does not generate all new trips, since a number of trips will be internal to the site (commercial , school and park) . Furthermore, the project will redirect some existing shopping and service trips to this area from other areas of the City and the adjoining area. 4 . Future traffic signals in the vicinity of the project include the intersections shown on Exhibit J . 5 . The project' s traffic generation can be accommodated within the planned roadway system. The proposed project will generate approximately 25, 610 (residential overlay alternative: 17 , 130) trip-ends per day with 1, 455 5 (residential overlay alternative: 1, 380) vehicles per hour during the AM peak hour and 2 , 430 (residential overlay alternative: 1, 660) vehicles per hour during the PM peak hour. Approximately 5% of these trip-ends will remain internal to the site, as a result of on-site trips to shops, school and park. 6 . Access from the adjacent arterial highway system to the project is adequate to meet the traffic needs of the _ development. Access for the project will=come from Lake Street, Terra Cotta Road and Nichols Road. 7 . Internal circulation is adequate to accommodate the projected traffic and sufficient parking should be provided in the final project design. 8 . Improvements to the adjacent arterial highway system will occur with the development of the proposed project. Left turn pockets are recommended along Lake Street and Nichols Road and must also be incorporated on Lake Street, Nichols Road and Terra Cotta Road at their intersection with the proposed project access points. 9 . The project should contribute substantially towards an areawide roadway improvement program, as a result of road fees currently being evaluated for the Lake Elsinore area. Recommendations I. Access to roadways should be limited to the appropriate locations shown on Exhibit J. 6 2 . Project roadways should be aligned and sized as illustrated on Exhibit 0. The recommended roadway cross-sections are as follows, based upon the classifications shown on Exhibit C: _ Roadway Link Designation Lake Street within 500 feet of Urban Arterial the Nichols Road intersection (130 - ROW) Lake Street south of Nichols Major Road transition area (100 ' ROW) Nichols Road within 500 feet of Major the Lake Street intersection (110 ' ROW) z_ Nichols Road east of Lake Street Major transition area (100 ' ROW) Terra Cotta Road south of Secondary Nichols Road (88 - ROW) _ "A" Street Modified Collector (74 - ROW) "Collector Street" Collector (60 - ROW) 3 . The project should construct a traffic signal at the "A" Street access point on Lake Street and participate on a pro- rata basis to the construction of traffic signals at the following intersections: Nichols Road (EW) at: • Lake Street (NS) • Terra Cotta Road (NS) • Collector Street (NS) • "A" Street (NS) • Zone 2/Brighton Commercial Joint Access (NS) 7 FUNCTIONAL CLASSIFICATIONS AND STANDARDS Q ' RIGHT-OF-WAY Q PARKWAY PARKWAY STRIP ROADBED STRIP SHOULDER TRAVELED WAY MEDIAN TRAVELED WAY SHOULDER -� NUMBER OF DAILY TRAFFIC aASSffAT1011 RICHT—OF—WAY ROADBED MmWJ SROU DER TRAVELED WAY PARKWAY STRIP OWES (IDDO's) URBAN 120'-130' 100'-110' 14'-24' 8' 35' 10' 6 55 ARTDi1AL 1DT-110' 80'-90' 14'-24' 8' 25' 10' 4 35 SECONDARY 80-88' 60'-68' 0-14'4 5' 22'-25' 10' 4 25 COLLECTOR 60'-68 40'-48' 0 8' 12'-16' 10' 2 10 . STRIPED MEDIAN MURDOCK opt y ALBERHILL RANCH Lake Elsinore, California EXHIBIT c e Robert Kahn , John Kai n do Associates. Inc. 4 . The project should provide left turn pockets at the following intersections: Left Turn Street to be Strived _Intersection With Pocket Length Lake Street (NS) "A" Street (EW) 150 ft. "B" Street (EW) 150 ft. Nichols Road (EW) Zone 2 Access (NS) 150 ft. "A" Street (NS) 200 ft. "A" Street (EW) Lake Street (NS) 100 ft. Nichols Road-=JNS) 100 ft. Terra Cotta Road (NS) Project entrance (EW) 150 ft. 5. The project should participate on a pro-rata basis in the provision of left turn pockets at the following intersections: _ Left Turn Street to be Striped At Intersection With Pocket Length Nichols Road (EW) Collector Street (NS) 150 ft. Collector Street (NS) Nichols Road (EW) 200 ft. 6 . Stop signs should be constructed within the site at all exit points along "A" Street, Collector Street and at the southerly exit point on Lake Street to control traffic. Internal traffic signing/striping should be implemented in - conjunction with detailed construction plans for the project. 7 . Sight distance at each intersection should be reviewed with respect to standard Caltrans/City of Lake Elsinore sight 9 distance standards at the time of preparation of final grading, landscape and street improvement plans. 8 . Curb-return type driveways should be constructed at each of the multi-family/commercial access points on Lake Street, Nichols Road and Terra Cotta Road to facilitate ingress/egress to the site. 9 . The project should participate on a pro-rata basis in funding the highway system throughout the Lake Elsinore area. At the present time the City is evaluating funding mechanisms to accomplish this goal . 10. To encourage ridesharing/transit ridership and reduce commute trip impacts on access routes to the I-15 Freeway, a portion of the commercial parking area should be designated for Park-N-Ride use on weekdays between 6: 00 AM and 6 : 00 PM if the residential overlay alternative is not implemented. 10 PROJECT TRAFFIC GENERATION Trip Generation Trip generation represents the amount of traffic which is attracted and produced by a development. The traffic generation for this project has been estimated based upon the specific land uses which have been planned for the Alberhill Ranch - Murdock development. The proposed project consists of 1, 080 single-family residential dwelling units, 266 multi-family residential dwelling units, an elementary school and commercial development (residential overlay alternative: 370 multi-family units) . Trip generation rates for this project are shown in Table 1. The Alberhill Ranch - Murdock Development project will generate approximately 25, 610 (residential overlay alternative: 17 , 130) trip-ends per day. The project trip generation has been estimated, based upon data collected by the San Diego Association of Governments (SANDAG) and Institute of Transportation Engineers (ITE) . Both daily and peak hour trip generation by land use for the proposed amended specific plan for the project and the alternative are shown in Table 2 , which includes the buildout traffic generation for this part of the Alberhill Ranch development. The project will generate approximately 1, 455 vehicles per hour during the AM peak hour and 2,430 vehicles per hour during the PM peak hour. It should be noted that not all of these trips will leave the project, since some of the project trips will remain internal to the project. Based upon previous studies, approximately 5% of the project ' s trips (1, 280 trip-ends per day) will remain internal within the project. 11 TABLE 1 TRIP GENERATION RATES PEAK HOUR AM PM LAND USE UNIT' IN OUT IN OUT DAILY SOURCE Single-Family DU 0.20 0.55 0.64 0. 37 10. 06 ITE - Residential Multi-Family DU 0. 11 0.41 0:-41 0.22 6. 60 ITE Residential Commercial (25 TSF) TSF 2.53 1. 08 7.36 7. 66 139 . 49 ITE Commercial (100 TSF) TSF 1.23 0.53 3.05 3 . 18 74 . 31 ITE Commercial (110 TSF) TSF 1.20 0.52 2.96 3.10 72.77 ITE - Elementary School ST 0. 14 0. 09 0. 01 0.03 1. 03 ITE Park AC 0. 10 0. 10 0.20 0.20 6. 00 SANDA' DU = dwelling units TSF = thousand square feet - ST = students AC = acres 12 - TABLE 2 MENp.ED SPECIFIC PLAN TRIP GENERATION BY LAND USE - PEAK HOURI AM PM LAND USE QUANTITY IN OUT IN OUT DAILYZ Single-Family 1, 269 DU 255 700 810 470 12,770 Residential Multi-Family 180 DU 20 75 75 40 1, 190 Residential Commercial 25 TSF 65 30 185 190 3 , 490 Commercial 100 TSF 125 55 305 320 7, 430 (Residential Overlay (370 DU) (40) (150) (150) (80) (2,440) Alternative: Multi- Family) Elementary School 600 ST 85 55 5 20 620 Community Park 19 . 00 AC NOM NOM 5 5 110 TOTAL Project 540 915 1, 385 1, 045 25, 610 (Total with Alternative) (390) (980) (1, 045) (615) (17 , 130) All peak hour trips rounded to the nearest 5. 2 All daily trips rounded to the nearest 10 . 13 t Both daily and peak hour trip generation for the original approved specific plan has also been computed and is presented in Table 3 . As can be derived from the data in Tables 2 and 3 , it is expected that the amended specific plan without the residential overlay will - generate the highest daily and peak hour traffic volumes compared to the original specific plan and alternative land use. For the purpose of this study, the traffic expected to be generated by the proposed amended specific plan has been chosen to reflect a "worse- case" situation. _ Based upon subdivision of the development in "zones" (Exhibit D) - appointed "link locations" (Exhibit E) , planned uses and trip generation rates, the daily and peak hour trip generation for each _ zone has been determined and is shown in Table 4 . Trip Distribution Trip distribution represents the directional orientation of traffic to and from the project site. Trip distribution is heavily influenced by the geographical location of the site, the location of work, shopping and recreational opportunities and the proximity to the regional freeway system. The directional orientation of traffic for this project has been developed, based upon reviewing the Kunzman Associates overall traffic study for the Alberhill Ranch, dated March 2 , 1989 . The trip distribution for each zone in the project is included in the daily link volume calculations presented in Appendix "A" . Traffic Assignment The assignment of traffic internal to the site and from the site to the adjoining roadways has- been based upon the site ' s trip 14 TABLE 3 ORIGINAL SPECIFIC PLAN TRIP GENERATION BY LAND USE PEAK HOUR' AM PM LAND USE QUANTITY IN OUT IN OUT DAILY' i Single-Family 1, 080 DU 215 595 690 400 10,860 Residential Multi-Family 266 DU 30 It 110 60 1,760 Residential Commercial 110 TSF 130 55 325 340 8,000 Elementary School 600 ST 85 55 5 20 620 Park 15.00 AC 0 0 5 5 90 T TOTAL Project 460 815 1, 135 825 21,330 T. T: All peak hour trips rounded to the nearest 5. 2 All daily trips rounded to the nearest 10. T, 15 PROJECT ZONES - G f+ Sr LAJ — L-—————————— O c) 0 � Y � o � o I r� LEGEND: 00 = ZONE NUMBER --- ZONE BOUNDARY FULL ACCESS DRIVEWAY MURDOCK ort ALBERHILL RANCH '—F Lake Elsinore, California EXHIBIT D i 6 Robert Kahn, John Kain do Associates, Inc. LINK LOCATIONS 47 1A � 23 .28 6 jZ2 h 1 2 19 �25 27 i / " � / 21 26 18 43 \ 7 i F' ST 24 \� / 41 42 44 �� I 120 / _ 40 7 Y 8 1 1 -- O 110 39 16 46 i8A i ' 12 14 „ 35 45 48 3 Y / 13 -A-15 o 30 36 31 3 37 r----- I a 49 32 34 38 c� i- ST. 4 `---------------------------------� LEGEND: = FULL ACCESS DRIVEWAY (� = RIGHT IN/OUT ONLY DRIVEWAY O = UNK DIVISION POINT MURDOCK �rt ALBERHILL RANCH Lake Elsinore, California EXHIBIT E _ 17 Robert Kahn John Kain & Associotes, Inc. TABLE 4 AMENDED SPECIFIC PLAN TRIP GENERATION BY ZONE PEAK HOUR' _ AM PM ZONE' LAND USE QUANTITY' IN OUT IN OUT DAILY' 1 Community Park 19 AC NOM NOM 5 5 110 2 Multi-Family 180 DU 20 7:5 75 40 1, 190 Residential 3 Single-Family 124 DU 25 70 -- 80 45 1, 250 Residential a 4 Single-Family 256 DU 50 140 165 95 2 , 580 Residential 5 Single-Family 163 DU 35 90 105 60 1, 640 Residential 6 Single-Family 83 DU 15 45 55 30 830 Residential 7 Single-Family 215 DU 45 120 140 80 2 , 160 Residential 8 Single-Family 170 DU 35 95 110 65 1, 720 Residential 9 Single-Family 258 DU 50 140 165 95 2 , 600 Residential 10 Elementary School 600 ST 85 55 5 20 620 11 Commercial 100 TSF 125 55 305 320 7 , 430 12 Commercial 25 TSF 65 30 185 190 3 , 490 (Alternative Zones 11 + 12) (Multi-Family) (370 DU) (40) (150) (150) (80) (2 , 440) 1 All peak hour trips rounded to the nearest 5 . 2 For zone location see Exhibit D. ' DU = dwelling units AC = net pad acres ST = students TSF = thousands square feet ' All daily trips rounded to the nearest 10. 18 generation, trip distribution, proposed arterial highway and local street systems, which would be in place by the time of initial occupancy of the project. Based on the identified project traffic generation and distribution, project average daily traffic volumes are shown on Exhibit F. The project AM and PM peak hour trips and turning movements at the access points are shown on Exhibits C and H respectively. Traffic Assessment Traffic volumes generated by the amended specific plan without the residential overlay will be approximately 20-~percent higher than the approved original specific plan, but this increase can be accommodated by the planned area roadway system. The surrounding street system can accommodate the traffic generated by this project, provided the City' s circulation plan (Exhibit I) will be implemented in conjunction with areawide development patterns. The proposed Alberhill Ranch project is adequate from a traffic circulation standpoint, if the recommended traffic improvements are implemented as noted in this report. 19 PROJECT AVERAGE DAILY TRAFFIC (ADTI 5.5 4.9 5.6 \6 ` 1.4 �1 0.8 T 1.0 0.5 l i 1.6 / 0.4 \ 5.6 2.4 ti ST 0.5 i F' ST. 0.B 6.1 i 1.6 0.7�� -� t3.2 0 5 -- ---rp -------- ------� 2.0 1 7 1.7 10.1 1 u 12.3 'I 2.4 2.2 3.9 0.3 112.3 _ 1. 1.90 I 0.7 ��.• 6.2 Y I -q-t.4 .1 o 1.6 0.1 0.9 i 0.7 r----- ----- 0.3 1.0 1.1 i 5.1 I 0.5 0.9 0.7 i v i�B"ST. 2.1 -------------------------------- - LEGEND: 3.7 = VEHICLES PER DAY (1000-S) MURDOCK �Ojrt ALRERHILL RANCH Lake Elsinore, California EXHIBIT F Zo Robert Kahn , John Kain 6c Associates, Inc. - PROJECT AM PEAK HOUR TURNING MOVEMENTS AT ACCESS POINTS i / \ ST i p I F— ST �\\ W i � I U I i ►_ _ JI �T L., . 1 ^A, I o-� sl 1 1 1 I O 1 I I I U 2D-, J+ I ST. L-- ------------------------------ Z �o LEGEND: 4- = PROJECT FULL ACCESS DRIVEWAY C} = PROJECT RIGHT TURN ONLY ACCESS DRIVEWAY MURDOCK opt ALRERHILL RANCH Lake Elsinore, California EXHIBIT G 21 Robert Kahn, John Kain k Associates, Inc. PROJECT PM PEAK HOUR TURNING MOVEMENTS AT ACCESS POINTS ��do 1-: 11 i Ent) i p �F- i ST U LAJ � I 1 U I - 1 I s � I I 1 1 I 1 U 1 I 45--I r L-- ---------------------------- L r-+� LEGEND: 4. = PROJECT FULL ACCESS DRIVEWAY = PROJECT RIGHT TURN ONLY ACCESS DRIVEWAY MURDOCK o5t ALBERHILL RANCH Lake Elsinore, California EXHIBIT H 2z Robert Kahn , John Kain _ 3c Associates, Inc. CITY OF LAKE ELSINORE CIRCULATION PLAN 1 I I I { I S I S y/ L---------- -------------\---------- UA � I I { I G� $13 , I � � I I w 3 I 5 S I � /r S I I W I r I F �\ Si SITE K sow - j \, yST. n \\ y y \ 4 SlR I W \ �C d Gw S \ r \`1 r DLO ■{$ C� y r f wow f � f f in I r { ---------' C �\ LEGEND: I = FREEWAY w O = INTERCHANGE LOCATION UA = URBAN ARTERIAL (120'-130' ROW) M = MAJOR (100'-110' ROW) S = SECONDARY (80'-88' ROW) C = COLLECTOR (60'-68' ROW) SLR = SPLIT LEVEL ROADWAY (MODIFIED MAJOR) ----------= SPHERE OF INFLUENCE BOUNDARY MURDOCK t �Ojrt ALBERHILL RANCH Lake Elsinore, California EXHIBIT I 23 Robert Kahn, John Kain do Associates, Inc. ON-SITE EVALUATION Site Access Traffic access to the Alberhill Ranch - Murdock development is provided by Lake Street, Terra Cotta Road and Nichols Road. The access driveway on Nichols Road at Zone 11 should be restricted to right in/out turns only. This restriction is applicable to both the proposed commercial land use and optional multi-family residential land use. Each of the entrances to the Alberhill Ranch -'Murdock development have been reviewed with respect to traffic signal warrants (see Appendix "B" for traffic signal warrants) . Traffic signals are anticipated to be warranted at all of the entrances along Nichols Road, the entrance at Terra Cotta Road and at the "A" Street entrance on Lake Street in the future with areawide growth and buildout of the project. Future traffic signals in the vicinity of the project include the intersections shown on Exhibit J. Implementation of these signalized intersections should not occur until actual Caltrans traffic signal warrants are reached. The project should contribute on a pro-rata basis through appropriate fees for the circulation system throughout the City of Lake Elsinore for funding of these future signal improvements. Local internal circulation for the entire project has been reviewed in this study and the results of this daily traffic analysis is shown on Exhibit F. The project has been designed to meet the necessary traffic requirements. Local street curb-to-curb width has been sized in proportion. to the projected traffic volumes on 24 ACCESS RECOMMENDATIONS N / y o , N I � I I _ WI a Y � r---- ----J I Q I 1 y 1 I O R ' I ��Q --------- LEGEND: TRAFFIC SIGNAL i — STOP SIGN r+oo = LEFT TURN POCKET MINIMUM LENGTH = FULL ACCESS DRIVEWAY RIGHT IN/OUT ONLY DRIVEWAY _ MURDOCK opt ALBERHILL RANCH Lake Elsinore, California EhHI3IT J Robert Kahn , John Kain 2 5 & Associates, Inc. each street. Access recommendations are graphically depicted on Exhibit J. Adequate parking should be considered in the final design of the project. Each single-family dwelling unit should include - provisions for a garage/driveway and adequate on-street parking should be provided within the project to accommodate commercial _ development and guest parking. Roadway Cross-Sections Exhibits K to N illustrate the recommended cross-sections for roadways within the City of Lake Elsinore, based upon recent meetings with the City Traffic Engineer. - In the vicinity of the site, the recommended classifications for roadway segments are as follows: Roadway Link Designation Lake Street within 500 feet of Urban Arterial the Nichols Road intersection (130 - ROW) Lake Street south of Nichols Major Road transition area (100 - ROW) _ Nichols Road within 500 feet of Major the Lake Street intersection (110 ' ROW) Nichols Road east of Lake Street Major transition area (100 ' ROW) Terra Cotta Road south of Secondary Nichols Road (88 ' ROW) "A" Street Modified Collector (74 ' ROW) "Collector Street" Collector (60 - ROW) 26 URBAN ARTERIAL CROSS-SECTION 120' ROW 60' 60' 10' 8' 1 1' ,1' 13' 3' �4 b 2-, 4 4 130' ROW 65' 65' 10' 8' 1 1' 1 1' 13' 12'--+-12' -T--13' b � � g � g ► 4 . 4 4 +-1 1 MURDOCK art ALBERHILL RANCH Lake Elsinore, California EXHIBIT x Robert Kahn , John Kain & Associates, Inc. MAJOR CROSS-SECTION 100' ROW 50' 50' 10' 8' 12 13' 7L—J-7'--t--13' 12 4 4 4�1�1-�2. I a —� 110' ROW 55' 55' 10' 8' 12' 13' 12'--+--12'�-13' 12' 8' 10' b . ..}_1 1—g—�1 1 ! 1 t MURDOCK ott ALBERHILL RANCH - Lake Elsinore, California EXHIBIT L 28 Robert Kahn , John Kain r Assocl I , Inc. SECONDARY CROSS-SECTION WITHOUT STRIPED MEDIAN 80' ROW 40' 40' t 10' 5' 12' 3' 13' 12' 5' 10' i WITH STRIPED MEDIAN 88' ROW 44' 4 4' i ' 10' S 1 1' 1 1' 7'--}-7' 1 1' 1 1' 5' 10' MURDOCK art ALBERHILL RANCH Lake Elsinore, (California EXHIBIT M 29 Robert Kahn, John Kain do Associates, Inc. COLLECTOR CROSS-SECTION RESIDENTIAL_ 60' Row 30' 30' — 10' 8' 12' 12' 8' 10' COMMERCIAL / INDUSTRIAL 68' ROW 34' 34' — 10' 8' 16, 16' 10' MURDOCK opt ALEERHILL RANCH - Lake Elsinore, California EXHIBIT N 3o Robert Kahn , John Kain do Associates. Inc. The recommended cross-sections for Lake Street and Nichols Road allow for the future provision of dual left turn lanes at all approaches to the Lake Street/Nichols Road intersection. T The recommended cross-section for "A" Street includes a striped 14- foot median within a collector facility. Project roadways should be aligned and sized as illustrated on Exhibit O. 31 STUDY AREA CROSS -SECTION RECOMMENDATIONS - 0 0 't 10 0 Cr W- -- %�� :/ `'• �' —•—• rI ( l� All — ►_•� I — A- p c I I •I it I it I 0 •I I U •I I 'Er ST. AZ •L-------------------------------J LEGEND: No - URBAN ARTERIAL W/ DUAL LEFT TURNS (130') ❑❑ = TRANSITION FROM URBAN ARTERIAL TO MAJOR - URBAN ARTERIAL W/ SINGLE LEFT TURNS (120-) - TRANSITION FROM URBAN ARTERIAL TO MAJOR •N = MAJOR W/ DUAL LEFT TURNS t}110') 000 - TRANSITION FROM MAJOR-110 0 MAJOR-120 ••«• = MAJOR W/ SINGLE LEFT TURNS (100') �40- — SECONDARY W/ SINGLE LEFT TURNS (88') = MODIFIED COLLECTOR W/ SINGLE LEFT TURNS. (74') — = COLLECTOR (60') - MURDOCK �rt ALBERHILL RANCH Lake Elsinore, California EXHIBIT o 32 Robert Kahn, John Kain k Associates, Inc. i APPENDIX A TRAFFIC COUNT WORKSHEETS i- �:e ... ... 4 1 �_ =A- •^ �� �� �� �� y 1URNNE NCVE21E%T MINTS Site :ode . 0023211 N-S Street: LAK,SHORE DRIVE F!LE: W LK-A Street: .".ACHADO STREET 'Observer: : S. WEAVER Fcveten;s br: Pritarr DATE: 3!27/91 T;.e Free Borth F-os East :-oc Sautn r-os kes; Ver..cie Eegin RT THRU LT RT 1FRL' :T R7 TH?L L7 RT 7HRL' L- �;a! 7:30 A! 14 68 0 4 1 0 1_0 9 41 0 BS 341 7:15 34 97 2 6 1 ! !?9 !9 30 ± 7B :79 7:30 28 65 0 1 1 ! 77 19 45 3 =6 297 _ 7:45 37 50 : 2 1 ! _ 60 ib ;: 4 40 4159 .4R TOTAL 108 290 3 13 4 35: 6: 0 B 250 1266 9:00 AM 49 35 0 3 3 0 0 45 20 56 5 71 286 6:15 .2 47 0 1 5 0 1 5_ 19 55 1 46 249 8:30 27 51 0 0 4 1 1 65 20 40 2 29 240 9:45 35 47 0 1 3 0 1 3?'_ 21 34 1 35 230 HR TOTAL 132 !BO 0 5 15 1 3 215 79 195 9 Al 1005 ------------------------------------------------------------------------------------------------------------------------------- DAY TOTAL ?40 470 3 !S !9 4 E 57: !4? 348 17 431 2271 PEAK HER115D ANALCS!S F,CR T4- PEziO3: 7:00 An - 9:00 AS DlF.ECT39N START PERK HP ........ VOL4'ES .... PE?'_ENTS ... FROM PEAK HOL2 FACTOR R:ght Tnru Left... Total Ricnt Thro :eft ----------------------------------------------------------------------------------------------- xc►'1 ::5 R! t.': :1: :57 3 -102 _� 64 1 _ :as*. 7:15 S" 0.66 :2 6 3 2! 5? 79 14 South 7:00 0 0.E2 ` ::6 E: 424 1 84 15 West 7:00 4M c,.?9 :c3 9 :50 4?1 39 ? 59 Entire lnterse=tion North 7:00 An 0.75 109 290 3 401 27 72 1 cast 0.4 1, 4 ? 20 65 20 15 Scutt CM :56 0 424 B4 15 Wes`. 0.79 U3 8 250 421 3S 2 59 J TUMNE P.OV:9E%'l COUNTS site Cote . 00023271 �a.=• ; N-S Street: LAKESHORE DRIVE FILE: MAC-_!-A �=--W Street: RACHADO STREET _ Observer: : S. WEAVER 4cvesents by: Prisary DATE: 3/27;91 PEAK PERIOD AKA!YS1S =GR Tk: PERIOD: 7:00 AN - 9:00 AM ` DIRECTION START PEAK HR ........ VOLU1E: ........ .... FROM PERK t!0'JR -ACTOR k:pht Tnru Left Total Runt Thru Left - ----------------------------------------------------------------------------------------------- kcrtt: 7:1; AR 0.76 Id' 257 3 402 35 6E 1 :ast 7:25 AR 0.56 _: 6 3 21 57 _9 !4 — South 7:00 RP 0.82 5 355 63 424 _ 34 15 W!st 7:00 AM 0.79 :63 8 250 421 39 2 59 Entire Intersection ` North 7:00 AN 0.75 !08 290 3 401 27 72 1 East 0.63 13 4 3 20 65 20 15 — South 0.32 5 356 63 A21 1 84 15 West 0.79 i6I 8 250 421. 39 2 59 LAKESHORE DRIVE N --------------- t+v—+—E _ S . . . . . . . . . . . . . ' 619 -' . 108 Z 9 0 3 . . . . . . . . . . . . . . ------------------* *------------------ . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . --- 40: ---- -- 13 . . . ... . . . . . 175 . . . MACHADO STREET -no 4 -------------- 250 -- -- J ------------------ , ---------------. • • - E3 421 MACHADO STREET . . . ------------------ ; . . . . . . . . . . . . . . . . . . 16 . . . . . . . . . . 163 -- --- 424 ---- . . . . . . . . . . . . . . . . . . -- ------------------* s------------------ 6' '3>56 5 — : . . 456 1URRINo 13VENEV MUN S Site CodE ?A;,: I _ x-S Street: LAKESHORE DRIVE TILE: MAC-Ir.-A "1 E-M Street: 4A=:ADC STREET 'Observer: : S. YEAIM- hovearats by: Pr:arry DATE: 3/27/41 Taal Ter: nc Volutes fcr the Per,ac: 7:Y A.! - 4:00 A* N --------------- ,1020 . . . , . 240 ; 470 3 . . . . . ; ------------------s ------------------ . . . . . . . . . . . . . . . . . . --- 713 ---- . . . . . . . . . . 401 . . . " ACHAOC STREET Ai 19 ------------------ ------------------ 431 -- -- 4 17 796 MACHACC STREET . . . -------------- ------------------ 29 . . . . . . . . . . �49 -- --- 721 ———— . . . . . . . . . . . . . . . . . T ------------------X *--------------.-_-- . . . . . . . . . . . . , 142 ; : e e22 1 , LAKESHORE DP I VE --------------- ' T!XXING MOVEPENT COGN'S Site :ode . 0212 I3 M-S Street: LACESNORE DRIVE FILE: MAC-LK-? E-Y Street: MACHADO STREET _ Observer: : S. hEAVER !love&ents by: Pri&ary DATE: 3/2711 — ----- Time From Mori Fro& East From :ouch .ro& Vest Ve`!:;a Begin R? ;HRLI _T AT TRRU :T RT T Q !T RT THRI. r --------------------------------------------------------------------------------------------------------------------------------- 4:00 PM 59 B9 3 3 0 76 4; 45 2 19 :44 4:11 4I 102 A 2 9 4 4 ?9 48 37 ; 22 353 4:30 66 I99 2 3 4 2 2 76 50 73 I 27 4!6 4;45 !Z 3! 2 _' 2 4 0 79 4? 69 2 !6 371 HR TOTAL Z:B "A I5 6 310 168 724 9 93 !464 5:00 PM 51 84 0 3 5 2 5 97 59 43 5 25 379 5:15 49 104 I i 1) 1 3 _?1 44 51 0 19 361 _ 5:30 57 U 6 2 5 5 3 1 69- 49 50 0 21 396 5:45 49 Ill 4 1 6 3 1 69 —112 50 1 14 351 HR TOTAL 206 415 7 11 18 9 10 345 193 194 6 79 1493 --------------------------------------------------------------------------------------------------------------------------------- JAY TCTAL 424 B09 IB ZO 36 24 16 655 381 418 ;4 162 2977 PEAK PERIOD ANALYSIS CDR THE PERIM 4:00 PM - 6:00 PM DIRECTION START PEAK 4P. ........ V010,S ........ .... PMEN15 t ) FROM PEAK 'fI!S FACTOR Ri51t Thru left 'Otal Riet:t Ihru Left North 5:00 P! 0.90 206 41.5 7 6?? 33 i6 1 last 4:00 PK 0.70 9 I8 15 42 21 43 3b South 4:45 =" 0.9E 9 355 200 564 2 63 35 _ rest 4:30 P. 0.6i ZI6 i0 87 333 7i 3 26 Entire Interse;tior. North 4:30 P!t 0.87 218 191 5 6i4 36 64 1 :ast 0.17 4 :3 9 3i 29 42 29 Sccth 0.96 :0 343 20: 15! 2 62 36 — West 0.81 236 10 87 333 71 3 26 _ h-5 Street: CAvE5FOR5 DRIVE -Y Street, "A iADD S'3t:T Bowyer: . S. WEAVER %.Dveeeot5 by: Orin-• OATS: 3127/91 ---------—------------------------------------------------------------------------------------------------------------------- A!tALvS:_ :OR 'HE <:213D: 4:OS Pr - t:X ?d D:3E:-lnk S:pE? rAr HP ........ V'MUM S ........ .... or;:EK'S ... FnQ!1 BEAK RW,! =a.TDP. ?ic`t m hru %ta! Ric`t ".-c LE!* ----------------------------------------------------------------------------------------------- :c;,.` =:;_ ?r C.22 9 355 200 5•_t 2 63 35 Yes: !o ell r.,:�e lr,terseaise Mort" 4:30 P` 9 =! 29 42 29 19 343 202 `_`-5 2 62 35 to ' -Ak.CS�'�=�; ter'-T:f� ►�� ' . . . . . . . . . . . . . S - . . . . . . . . . . . . • ' _ - S . . . . . . . . . . ------------------ ------------------ . . . . . . . . . . . . . MACHADO STF?=ET 32 I3 • • . -------------- ' ------------------ ------------------ 97 __ -- 9 MACHI Dn SCREE:i . . . _5 Cab -- --- _`-7 ———— . . . . . . . . . . . . . . . . . . ------------------k x------------------ Nt- . . 2C — �acc: . N-j S veet: !AtESKTRE DRIV_ �)E-Y Stree:. MACNAD9 STREET '+-�: •"a�-!K-Y _ -Observer. . S. VEAV=F. %'wecents bt: =r:Aarr ' • 3.21J4; -------------------------------------------------------------------------------------------------------------------------------- :he a°'.::: 4:�c a --------------- . . . : — . . . S 424 . . . . . . . . . . . . . ------------------:F *------------------ . . . . . . . . . . . . . . . . . . ; . . . . . . . . . . . . . . . . . . --- _— ---- -- =C . . . . . . . . . . B G_ . . . M. �=,r_ _ __ SCE 36 -------------- ------------------ ------------------ 24 594 MACHADO S7REST . . . _ -------------- ------------------ . . . . . . . . . . . . . . . . . . aS - - . . . . . . . . �_8 -- --- !052 ---- ------------------ *------------------ . . . . . . . . . . . . �... LAKESHORE DRIVE ; T'J'tN:No 'tOVE!':NT COUN;: Site Cade . C54:202I _ N-S Street: IAI:SHOPE DRIVE -ILE• RV- 4K-A "A-W Street: RIVERSIDE DRIVE Observer: . P. TRUON6 11crements :r: primary DATE: 1!.'l/;l ?ise From Nest Fr9t North Froe East -rat Sceth 4'"ic:e 9e:fr. R? T1!Rl; L? RT T4RC LT R1 ;H?;1 :T RT ?HRJ :T -c.a! -=------------------------------------------------------------------------------------------------------------------------------ 7:00 A.9 li 27 32 16 17 24 11 14 C. 2 16 l: 2:5 7:15 219 40 42 17 20 20 10 5I 3 4 12 19 267 ?:30 21 49 31 1f 27 32 18 49 3 4 19 lb 262 _ 7:45 2? 46 ?9 :5 37 :'_ 4' _ 0 13 2: :c4 4R TOTAL 89 162 1'4 62 95 V 5;, :90 15 10 60 67 1C24 e:06 M 11 39 :8 :2 22 V. 9 43 0 2 12 :6 ?32 8:15 20 34 38 9 25 3? 9i 4e 0 4 19 22 264 8:30 35 48 32 17 34 14 3., 45 3 1 23 15 296 8:45 39 44 33 17 bl 26 15 -4 6 0 31 43 161 4R TOTAL 111 165 141 54 142 99 64 1 9 7 85 96 £:55 --------------------------------------------------------------------------------------------------------------------------------- DAY TOTAL 199 3:7 :75 :a 23E 100 :72 :5 I7 145 I63 21.79 PEAK PERIM ANA_TSIS FOR M PE .HIM: 7:00 P - 9:00 AN !1RECtIOM START PEAK 4R ........ VO:U.'k5 ........ .... °ERCEN?S ... ' FRO?: PEAK 4SUR ;AfTOR Right Thru :eft iota: Riont TSru left ----------------------------------------------------------------------------------------------- West S:00 M Mc 1'.1 165 141 4.7 ?7 40 34 !or!1 8:00 AM 0.71 54 142 94 2?5 is 49 34 T East 7:00 4!' '0 50 i90 :b 256 20 74 6 Soatn 5:00 AM 0.54 7 25 96 le8 4 45 51 Entire 1^:eruction West 8:00 A.9 0.90 Ill l05 141 417 27 40 .4 North 0.71 54 142 99 255 18 48 34 East 0.P1 }4 lei 9 2`_: ?`_ 71 4 Scuth 0.64 7 85 95 39 4 45 51 r. :J TURNINS MCVE?L:NT COUNTS Site Code : C5412021 °AEE: i N-S Street: LAKES.40RE DRIVE .. fF::: RV-EAK-P E-N Street: RFVEP,SFDE DFFVE Observer: : P. TRUCK 4ovesents by: Prieary DATE: 4/II/41 OrAt FEFIC•2 AXkYT.:5 FOR ;HE FERI::P: 7:00 AC - 5:0C A.'1 D:2_Ciiom S1AaT °:ak: MR ........ ►'QLUIES ........ .... FR011 PEAK MC!, FA OR Rieht T',ru Lett Total R:get Tiru :eft ----------------------------------------------------------------------------------------------- rest Q:CC A" c.9C :_. :e5 141 41? _' 40 34 Nvr-h E:00 AN O.7i 54 !A? 44 M :E !4 =i5: 7:00 A! C.4; 50 :40 :5 256 20 '4 E Scuth 2:00 44 0.64 7 3: 46 148 4 45 51 Entire Intersection West 2:00 M 0.40 111 1S5 141 417 27 40 34 North 0.71 54 142 44 295 14 49 34 -- East 0.21 64 lE: 4 2:5 25 71 4 South 0.54 7 c: 46 123 t 45 51 RIVERSIDE nR1VEE ; . . . , W --------------- S---N - - - . . . . . . . E .� . . . . . . . . . . . . , 332 . . _ . . . . . . . . . . ------------------* Y------------------ . . . . . . . . . . . . . . . ; . . . . . . . . . . . . . . . . . . --- 417 ---- -- 54 . . ... . . . . . . 262 . . . LAKESHORE DRIVE 2295 142 ------------------ ------------------ 96 -- __ 99 85 188 LAKESHORE DRIVE . . . --------------- ------------------ . . . -�90 . . . . . . - - - - 7 -- --- 255 ———— . . . . . . . . . . . . . . . . . . ------------------t *------------------ 9 :32 64 ' 271 TURNNS NOVE"ENT COUNTS Site Code : 05412021 'Ao:: 1 N-S Street: WESHORE DRIVE FILE: RV-CAK-A -'E-Y Street: RIVERSIDE DRIVE -'Observer: : P. TRUCKS MCvetents by: Prisart DATE: 11.1:91 �ot:1 Turnina Voiuees for the Feriod: 7:00 M - 9:00 AM RIVca=.DE i.RIV= W --------------- S—+—N :. : 651 199 327 275 . . . . Tyy------------------T ------------------ . . . . . . . . . . . . . . . . . . --- 801 ---- -- 1_6 . . . . . . . . . . 462 . . • —AKESHORE DRIVE 54= =38 --------------- ------------------ 163 -- -- 188 — ------------------ ----------------- 141 325 LAKESHORE DRIVE . . . ------------- 534 . . . . . . . . . . 17 -- --- 511 ---- . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . —————————————————— *------------------ 25 372 114 2 RIVERSIDE DRIVE : . . . : --------------- T i. TURN'.k'o tOVE4EkT CJUNTS Site Code : 43210023 PAS: N-S Street: LAKESHORE DRIVE ' FILE: 3V-lAK-r .E-v Street: RIVERSIDE DRIVE r Observer: : D. MARTS?AND Moveser.ts :r: Prisary DATE: 3126/91 -------------------------------------------------------------------------------------------------------------------------------- Tiee Froo North F-ac East South ;fee k?st 4ehic!e Be;in RT 'r'7%1 LT FT 'HRU LT 'LPU L' ?T T1?L _T ;cta1 ---------------------------------------------------------------------------------------------------------------------------------- 4:00 FM t? 75 iv 9S :'_ 10; 75 5: 66 4:15 60 50 12 39 66 3 75 64 54 63 4: 5co 4:30 62 72 28 31 61 9 5 79 74 47 68 57 596 4:45 60 5= 41 ,c == c E' a' '` `0 624 NR TOTAL :24 :5; - :4: 23E 104 5:00 ?" 56 54 ;S :; 51 2 4 76 9; 31 70 ?3 54E .:1', 76 53 =� :7 6E 5 ?3 72 40 50 :1 57' 5:30 62 46 35 31 48 5 ; 6S . 60 26 60 45 487 5:45 55 46 25 29 59 8 2 40 '--m 48 58 39 464 HR TOTAL 249 204 :24 123 211 20 16 255 274 145 240 173 2072 ---------------------------------------------------------------------------------------------------------------------------------- LAY TOTAL 41 155 277 270 51.9 56 42 5P' S13 339 522 ;45 4503 orgK Pra•OD aYALY:;S FOR ';,-- ?ERIDD: 4:00 ?1 - 6:00 oM 7IRE:TTD% START a.AK Q • . V:'LUMES •• .... a=RMTS ;Rtr PEAL HOUR FACTOR Rz,;tt Tr.';: Le`t -otil Ri-.kt Ttru !eft ko'n 4:0C =". 0.57 :?t =51 :`_7 i?2 36 g0 24 Eist 1:00 =! %90 :4? 296 0 466 34 52 8 Soutn 4 0c ?n 0.91 :6 i7 294 .557 4 51 45 West 4:00 F' 0.94 ;94 274 212 630 29 40 ;1 Entire Intersection North 4:00 PM 0.97 224 251 153 629 36 40 24 East 0.90 142 298 36 =66 70 62 B South 0.91 ?., 33' 244 657 4 5'. 45 vest 0.94 194 274 212 d80 29 40 31 TURNINS h2v:r.,KT :2UK'!E h-S Street: 'AMAGR.E DRIVE TILE: RV-.Al-P mac-V Street: P.'.vEP.SID-c DRIVE _ jObserver: . D. 'S SR"D rcveaents by: F-isa*Y NTE: 3:23141 ------------------------------------------------------------------------------------------------------------------------------ P_R:-:: 4•"� 7r - _:9E o. .VV y,:_-'•I S'M=' ?:Ac ?..R ........ vc_';Mis ........ .... =T_1=.1►:: ... =ROC '.AK COL. =a'-no R:oht Tnr: :e`t :t:l R;cht 7.n; -,:t L:Y.. ----------------------------------------------------------------------------------------------- VcwLJ1 :is! t;Qn e. C.4C :t2 258 30 46t :C f? e cv tics [;(Q �• U.44 14� �;4 2i2 40 { k_.•h c;n0 ?!� C.,7 224 251 153 h26 36 40 24 East ^.40 It2 288 3b 46b 30 52 8 Sato ;.41 25 137 2q4 657 51 45 lest „44 ;q4 2'4 2:2 620 :4 4"v 3: _;iCEcHZRc CR?VE . . . . �. --------------- W—+—E S . . . . . . . . . . . . . . . . . . . . . . . . . . 691 . . . , 224 . . . . . . . . . . . . —', ------------------ ------------------ . . . . . . . . . . . . . . . . . . --- . . . . . . . . . . B06 ------------------ . . . RIVERSIDE DRIVE 466 23B =12 -- -- 36 274 6BO RIVERSIDE ,riP.:VE . . . . . . Gc' ±qQ -- --- 5�7 ---- . . . . . . . . . . . . . . . . . . f . . . . . . . . . . . . . . . . . . � Y ------------------s =c— r' ------------------ . . . . . . . . . . . . . . . . . . . . : Y ,� . . . : L-AR=SHORE DRIVE r Site Cade . 43260123 'A:=• i N-S Street: LAKESHORE DU VE "aV-LA ��E-M Street: RIVEFSID: DRIVE r Observer: : D. NAP.TORANG !!:regents :r: P-ila-r DATE' 3i7 w; eta: ."nin[ vo!Lmes `L' the -e'. _. t:O: ^' - L:00 P� --------------- . . . . ; . . . . . . . . . . . . . C =247 -- 473 455 2777 . . . . .1:% . . . . , ------------------* ------------------ . . . . . . . . . . . . . . . . . . --- 1205 ———— -- 270 . . . . . . . . . . 15&5 . . . R_YERS1DE DP:V= 425 5i9 --------------- 3?5 -- -- 56 5?I' :246 RiVS=Si75 DRIVE . . . --------------- . . . ------------------ 941 . . . . . . . . . . 339 -- --- 1=07 ———— . . . . . . . . . . . . . . . . . . _ ------------------Y *------------------ 57_ 5c? 42 850 i 4KSSN0RE DRIVE --------------- ' 1 TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND 1-15 FWY. WS RAMPS (EW) FROM �to PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. ' RIGHT THROUGH LEFT N 1 0 i a � p 2 c� Z � O O _ = m 3 3 0 0 1 � Lj ~ 0 40 W W C7 JL.Li cr N 502 4 0 LEFT ITHROUGH RIGHT STREET FDRN A TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM - AND I-15 FWY. WB RAMPS (EW) FROM 5:00 t0 6:00 PM WEATHER CLEAR _ OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH I LEFT N 1 2 0 _ 0 Z 0 0 3 0 0 0 0 w = 0 28 ~ -w w 0 w w 162 2 0 LEFT THROUGH RIGHT STREET FORM 8 TRANSCOUNT -- INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION CF LAKE ST. (NS) FROM 7:D0 to 8:00 AM AND 1-15 FWY. EB RAMPS (EW) FROM to _PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N z 0 50 2 a 0 = a c� J 2 cr z 0 0 = m m = c� w w � 0 O � Li _ 0 Li134 J � � N 0 506 36 f� LEFT ITHROUGH RIGHT 7 STREET FORM �i TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM AND 1-15 F%%-. E9 RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLEAR _ OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N _ 0 20 2 - a < J 1 0 a z 0 0 m j m 0 0 0 - O 2 cr- I � ui0 518 0 L ~ w N N -- 0 2C2 22 LEFT THROUG �gGHT STREET FORM c TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND TEMESCAL CYN. RD. (EW) FROM to PN, WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 24 174 0 _ 20 0 J � ci r- O 0 0 O U = uj W H Li ~ W w _� 16 0 w LJ U) N H " t 16 512 0 LEFT THROUGH RIGHT s s STREET FORM e TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 _ DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM — AND TEMESCAL CYN. RD. (EW) FROM 5:oo to 6:00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET LAKE ST. RIGHT THROUGH LEFT N 20 514 0 — tz 0 ~ w 20 c� J � ci U � � O 0 0 O _ tz � = 2 W �- W H W w 32 0 Lj W Lf) N 14 208 0 LEFT THROUGH RIGHT STREET FORM F ROBERT KAHN, JOHN KAIN & ASSOCIATES, INC. INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 6/12/91 DAY WEDS. INTERSECTION OF LAKE ST. (NS) FROM 7:00 to 8:00 AM AND NICHOLS RD. (EW) FROM iG PM WEATHER CLEAR OBSERVER RKJK, INC. STREET LAKE ST. RIGHT THROUGH LE-7 N 0 195 1 0 ' J Of T 0 O 0 C 0cr J _U Z w = 0 1 w Lic� w w � F- (n N 0 490 1 LEFT THROUGH RIGHT STREET FORM G. ROBERT KAHN, JOHN KAIN $ ASSOCIATES, INC. INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 6/11/91 DAY TUES. INTERSECTION OF LAKE ST. (NS) FROM to AM AND NICHOLS RD. (EW) FROM 5:00 to 6:00 PM WEATHER CLEAR _ OBSERVER RKJK, INC. STREET LAKE ST. RIGHT THROUGH LEFT N 0 580 3 _ F- LAJ 0 ' � � o O 0 0 c — J _ O _U Z ~ Liw �_ 0 1 w w J � N 0 253 1 LEFT THROUGH RIGHT _ STREET FORM " TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 _ DAY THURS, INTERSECTION OF NICHOLS RD. (NS) FROM 7:00 to 8:00 AM AND 1-15 FWY. W8 RAMPS (EW) FROM to PM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH I LE-7 N 6 4 0 a 0 2 z o 0 m = � 3 0 0 F- W = 4 ~ W W CD 0 L-1 Li x 1 6 0 LEFT THROUGH RIGHT STREET FORM ' TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 — DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM to AM — AND I-15 FWY. WB RAMPS (EW) FROM 5:00 to 6:00 PM WEATHER CLOUDY OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEr N 2 2 0 LJ 0 1 z u- 0 m = = m 2 = Ln I � W = 4 ~ w CD p w LJ N \r ~ N - 1 6 0 LEFT THROUGH RIGHT STREET FORM J TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 DAY THURS. INTERSECTION OF NICHOLS RD. (NS) — FROM 7:00 to 8:00 AM AND 1-15 rWY. EB RAMPS (EW) FROM —to PM WEATHER CLOUDY OBSERVER TRANSCOUNT _ STREET NICHOLS RD. RIGHT THROUGH LEFT N 0 2 4 2 a 2 0 d a Er U- z `` o o = m = C5 m w O 0 0 O w x r Z Li0 4 0 LJ Li ~ (N 0 4 1 LEFT THROUGH RIGHT STREET FORM K TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/5/92 DAY THURS. INTERSECTION OF NICHOLS RD. (NS) FROM to AM AND 1-15 FwY_ EB RAMPS (Ew) FROM 5:00 to 6:00 PM WEATHER CLOUDY _ OBSERVER TRANSCOUNT STREET NICHOLS RD. RIGHT THROUGH LEFT N _ 0 10 2tz — a :E w 6 0 d � J Q u- Z O O m ? m O 0 0 w O - ~ ~ 'n w o 6 0 w 0 1 g LEFT ITHROUGH RIGHT _ STREET FMA L TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUNTY STATE CA DATE 3/12/91 DAY TUES. INTERSECTION OF TERRA COTTA RD. (NS) FROM 7:00 to 5:00 AM — AND LAKESHORE DR_ (EW) FROM to PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET TERRA COTTA RD. RIGHT THROUGH LEFT N 1 1 6 � 6 = w 6 J Of = p W 0 258 424 0 _ _ = N � � W ~ 2 16 W w W _ W C J x cy— Q H ~ (N 10 1 30 I LEFT THROUGH RIGHT STREET Foy W TRANSCOUNT INTERSECTION VOLUME COUNT AREA RIVERSIDE COUIJIY STATE CA DATE 3/12/91 — DAY TUES. INTERSECTION OF TERRA GOTTA RD. (NS) FROM to AM — AND LAKESHORE DR. (ESN) FROM 5:00 t0 6:00 PM WEATHER CLEAR OBSERVER TRANSCOUNT STREET TERRA COTTA RD. RIGHT THROUGH LEFT N 4 1 2 20 10 J CD cy— _ _ p 560 332 0 0: cr _ — � w = 4 54 ~ w c� w w Q' J V) (/) 1 1 52 LEFT THROUGH RIGHT STREET FORM N :a- APPENDIX $ ICU CALCULATIONS Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 502 0. 30* NT 1. 0 1700 4 0. 30 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0. 00 _ ST 1. 0 1700 1 0. 01* SR 0. 0 1700 1 0 . 01 EL 0. 0 1700 --0 0. 00* ET 0. 0 1700 0 0 . 00 ER 0. 0 1700 0 0. 00 _ WL 0. 0 1700 40 0 . 02 WT 1. 0 1700 0 0 . 02* WR 0. 0 1700 2 0. 01 Sum of Critical Movements = 0 . 38 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 162 0. 10* NT 1. 0 1700 2 0 . 10 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0 . 00 ST 1. 0 1700 2 0 . 01* SR 0. 0 1700 1 0 . 01 EL 0. 0 1700 0 0 . 00* ET 0 . 0 1700 0 0 . 00 ER 0 . 0 1700 0 0 . 00 WL 0. 0 1700 28 0. 02 WT 1. 0 1700 0 0 . 02* WR 0. 0 1700 1 0 . 01 Sum of Critical Movements = 0 . 18 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0. 00 - NT 1 . 0 1700 506 0. 32* NR 0. 0 1700 36 0. 02 SL 0 . 0 1700 2 0 . 01* ST 1. 0 1700 50 0 . 03 SR 0. 0 1700 0 0. 00 EL 0. 0 1700 0 . 01 ET 1. 0 1700 0 0 . 08* ER 0. 0 1700 134 0 . 08 WL 0. 0 1700 0 0 . 00* WT 0 . 0 1700 0 0. 00 WR 0. 0 1700 0 0. 00 Sum of Critical Movements = 0. 46 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0 . 00 NT 1. 0 1700 202 0 . 13* NR 0. 0 1700 22 0 . 01 SL 0. 0 1700 2 0. 01* ST 1 . 0 1700 20 0 . 01 SR 0. 0 1700 0 0 . 00 EL 0. 0 1700 1 0. 01 ET 1. 0 1700 0 0. 31* ER 0. 0 1700 518 0. 30 WL 0. 0 1700 0 0 . 00* WT 0. 0 1700 0 0 . 00 WR 0. 0 1700 0 0. 00 Sum of Critical Movements = 0. 50 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 16 0 . 01 NT 1. 0 1700 512 0 . 31* NR 0 . 0 1700 0 0. 00 SL 0 . 0 1700 0 0 . 00* ST 1. 0 1700 174 0 . 12 SR 0. 0 1700 24 0. 01 _ EL' 0. 0 1700 -20 0 . 01 ET 1. 0 1700 0 0. 02* ER 0. 0 1700 16 0. 01 WL 0. 0 1700 0 0 . 00* WT 0. 0 1700 0 0. 00 WR 0. 0 1700 0 0 . 00 Sum of Critical Movements = 0. 38 + PM Intersection Capacity Analysis - V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 14 0 . 01* NT 1 . 0 1700 208 0 . 13 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0 . 00 ST 1 . 0 1700 514 0 . 31* SR 0. 0 1700 20 0. 01 EL 0. 0 1700 20 0. 01 ET 1. 0 1700 0 0 . 03* ER 0. 0 1700 32 0. 02 WL 0. 0 1700 0 0. 00* WT 0 . 0 1700 0 0. 00 - WR 0. 0 1700 0 0 . 00 Sum of Critical Movements = 0 . 40 + _ * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic - Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0. 00 - NT 1 . 0 1700 490 0. 29* NR 0. 0 1700 1 0. 01 SL 0 . 0 1700 1 0 . 01* ST 1 . 0 1700 195 0. 12 SR 0. 0 1700 0 0 . 00 EL 0 . 0 1700 0` 0. 00* ET 0 . 0 1700 0 0. 00 ER 0. 0 1700 0 0. 00 WL 0 . 0 1700 1 0. 01 WT 1 . 0 1700 0 0. 01* WR 0 . 0 1700 1 0. 01 Sum of Critical Movements = 0 . 36 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0. 00* NT 1 . 0 1700 253 0 . 15 NR 0 . 0 1700 1 0. 01 SL 0. 0 1700 3 0. 01 ST 1 . 0 1700 580 0. 34* _ SR 0 . 0 1700 0 0 . 00 EL 0 . 0 1700 0 0 . 00* ET 0 . 0 1700 0 0. 00 ER 0. 0 1700 0 0 . 00 WL 0. 0 1700 1 0. 01 - WT 1 . 0 1700 0 0. 01* WR 0 . 0 1700 1 0. 01 Sum of Critical Movements = 0. 40 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 1 0. 01* NT 1. 0 1700 6 0. 01 NR 0. 0 1700 0 0 . 00 SL 0. 0 1700 0 0. 00 ST 1. 0 1700 4 0. 01* SR 0. 0 1700 6 0. 01 EL 0 . 0 1700 `� 0. 00* ET 0. 0 1700 0 0. 00 ER 0. 0 1700 0 0. 00 WL 0. 0 1700 4 0. 01 WT 1. 0 1700 0 0. 01* WR 0. 0 1700 2 0 . 01 Sum of Critical Movements = 0. 08 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0 . 0 1700 1 0. 01* NT 1. 0 1700 6 0. 01 NR 0. 0 1700 0 0. 00 SL 0. 0 1700 0 0. 00 ST 1. 0 1700 2 0. 01* SR 0. 0 1700 2 0. 01 EL 0. 0 1700 0 0. 00* ET 0. 0 1700 0 0 . 00 ER 0. 0 1700 0 0 . 00 WL 0 . 0 1700 4 0 . 01 WT 1. 0 1700 0 0 . 01* WR 0. 0 1700 1 0. 01 Sum of Critical Movements = 0. 08 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 flay EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis _ V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 0 0 . 00 NT 1 . 0 1700 4 0 . 01* NR 0 . 0 1700 1 0 . 01 SL 0. 0 1700 4 0. 01* ST 1 . 0 1700 2 0. 01 SR 0. 0 1700 0 0. 00 EL 0 . 0 1700 2' 0 . 01* ET 1 . 0 1700 0 0. 01 ER 0. 0 1700 4 0. 01 WL 0 . 0 1700 0 0 . 00 WT 0 . 0 1700 0 0 . 00* _ WR 0. 0 1700 0 0 . 00 Sum of Critical Movements = 0. 08 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0 . 0 1700 0 0. 00 NT 1 . 0 1700 1 0. 01* NR 0. 0 1700 8 0. 01 SL 0 . 0 1700 2 0 . 01* ST 1. 0 1700 10 0. 01 - SR 0. 0 1700 0 0 . 00 EL 0. 0 1700 6 0. 01* ET 1. 0 1700 0 0 . 01 ER 0. 0 1700 6 0. 01 WL 0. 0 1700 0 0. 00 - WT 0. 0 1700 0 0 . 00* WR 0. 0 1700 0 0. 00 Sum of Critical Movements = 0. 08 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio NL 0. 0 1700 10 0. 01 _ NT 1. 0 1700 1 0. 02* NR 0. 0 1700 30 0. 02 SL 1. 0 1700 6 0. 01* ST 1. 0 1700 1 0. 01 SR 0. 0 1700 1 0. 01 EL 1. 0 1700 '6 0 . 01* ET 1. 0 1700 258 0. 15 ER 1. 0 1700 2 0 . 01 WL 0. 0 1700 16 0 . 01 WT 1. 0 1700 424 0 . 26* WR 1 . 0 1700 6 0. 01 Sum of Critical Movements = 0. 35 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 0. 0 1700 1 0. 01 NT 1. 0 1700 1 0. 03* NR 0. 0 1700 52 0 . 03 SL 1. 0 1700 2 0 . 01* ST 1 . 0 1700 1 0 . 01 SR 0. 0 1700 4 0 . 01 EL 1. 0 1700 20 0 . 01 ET 1. 0 1700 560 0. 33* ER 1. 0 1700 4 0 . 01 WL 0. 0 1700 54 0 . 03* WT 1. 0 1700 332 0. 23 WR 1. 0 1700 10 0. 01 Sum of Critical Movements = 0. 45 + - * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval % Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic - Lane Configuration: Initial Existing AM Intersection Capacity Analysis _ V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 1. 0 1700 250 0. 15* NT 1 . 0 1700 8 0 . 10 NR 0 . 0 1700 163 0. 10 SL 0 . 0 1700 3 0 . 01 ST 1. 0 1700 4 0. 01* SR 0. 0 1700 13 0 . 01 EL 0. 0 1700 3 0. 01 ET 1. 0 1700 290 0. 24* ER 0. 0 1700 108 0. 06 - WL 1. 0 1700 63 0. 04* WT 1 . 0 1700 356 0. 21 WR 0. 0 1700 5 0 . 01 Sum of Critical Movements = 0. 49 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio _ ------ ----- -------- ------ ------- NL 1. 0 1700 87 0. 05 NT 1. 0 1700 10 0. 14* NR 0 . 0 1700 236 0. 14 SL 0 . 0 1700 9 0. 01* ST 1. 0 1700 13 0. 02 SR 0 . 0 1700 9 0. 01 EL 0. 0 1700 5 0. 01 ET 1. 0 1700 391 0 . 36* ER 0. 0 1700 218 0 . 13 WL 1. 0 1700 202 0. 12* - WT 1. 0 1700 343 0. 21 WR 0 . 0 1700 10 0. 01 Sum of Critical Movements = 0. 68 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Background Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio NL 1. 0 1700 141 0. 08* _ NT 2 . 0 3400 165 0. 08 NR 0. 0 1700 lli 0. 07 SL 1 . 0 1700 9 0 . 01 ST 2 . 0 3400 182 0. 07* SR 0. 0 1700 64 0. 04 EL 1 . 0 1700 -199 0. 06 ET 2 . 0 3400 142 0. 04* ER 1 . 0 1700 54 0. 03 WL 1 . 0 1700 96 0. 06* WT 2 . 0 3400 85 0. 03 WR 0 . 0 1700 7 0. 01 Sum of Critical Movements = 0. 30 + PM Intersection Capacity Analysis V/C Move Lanes Capacity Volume Ratio ------ ----- -------- ------ ------- NL 1. 0 1700 212 0. 12* NT 2 . 0 3400 274 0 . 14 NR 0. 0 1700 194 0 . 11 SL 1. 0 1700 36 0. 02 ST 2 . 0 3400 288 0 . 13* SR 0. 0 1700 142 0. 08 EL 1. 0 1700 153 0. 09 ET 2 . 0 3400 251 0 . 07* ER 1. 0 1700 224 0. 13 WL 1 . 0 1700 294 0. 17* WT 2 . 0 3400 337 0 . 11 WR 0. 0 1700 26 0. 02 Sum of Critical Movements = 0. 54 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 929 0 483 1412 0 . 83 NT 1. 0 1700 7 0 879 886 1. 35* - NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 01 0 0 0. 00* ST 1. 0 1700 1 0 - 181 182 0. 16 SR 0. 0 1700 1 0 82 83 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 74 0 209 283 0. 17 WT 1. 0 1700 0 0 0 0 0.45* WR 0. 0 1700 3 0 471 474 0. 28 Sum of Critical Movements = 1 . 85 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 299 0 707 1006 0. 59* NT 1. 0 1700 3 0 233 236 0 . 73 - NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1. 0 1700 3 0 734 737 0. 67* SR 0. 0 1700 1 0 392 393 0. 23 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 51 0 216 267 0. 16 WT 1. 0 1700 0 0 0 0 0. 23* WR 0. 0 1700 1 0 113 114 0. 07 Sum of Critical Movements _ 1 . 54 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 936 0 891 1827 1. 19* NR 0 . 0 1700 66 0 136 202 0. 12 SL 0. 0 1700 3 0 82 85 0. 05* ST 1. 0 1700 92 0 _ 308 400 0. 29 _ SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 3 0 471 474 0. 28 ET 1. 0 1700 0 0 0 0 0. 68* ER 0 . 0 1700 248 0 433 681 0. 40 WL 0. 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 97 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 373 0 827 1200 0. 88* NR 0. 0 1700 40 0 247 287 0. 17 SL 0 . 0 1700 3 0 392 395 0. 23* ST 1 . 0 1700 37 0 558 595 0. 58 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 1 0 113 114 0. 07 ET 1. 0 1700 0 0 0 0 1. 11* ER 0 . 0 1700 958 0 815 1773 1. 04 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 2 . 27 + - * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval % Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V 0L U M E S ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 29 0 188 217 0. 13 NT 1. 0 1700 947 0 905 1852 1. 30* NR 0. 0 1700 0 0 133 133 0. 08 - SL 0. 0 1700 0 0 269 269 0. 16* ST 1. 0 1700 322 W 404 726 0. 65 - SR 0. 0 1700 44 0 `., 68 112 0. 07 EL 0. 0 1700 37 0 76 113 0. 07 ET 1 . 0 1700 0 0 45 45 0. 21* ER 0 . 0 1700 29 0 172 201 0. 12 WL 0. 0 1700 0 0 24 24 0. 01* - WT 0. 0 1700 0 0 8 8 0. 05 WR 0. 0 1700 0 0 46 46 0. 03 Sum of Critical Movements = 1. 73 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 25 0 263 288 0. 17* NT 1. 0 1700 384 0 787 1171 0. 88 NR 0. 0 1700 0 0 31 31 0. 02 SL 0. 0 1700 0 0 64 64 0. 04 ST 1. 0 1700 951 0 1240 2191 1. 39* SR 0. 0 1700 37 0 69 106 0. 06 EL 0. 0 1700 37 0 63 100 0. 06 ET 1 . 0 1700 0 0 11 11 0. 28* ER 0. 0 1700 59 0 298 357 0. 21 WL 0. 0 1700 0 0 113 113 0. 07* - WT 0 . 0 1700 0 0 37 37 0. 22 WR 0. 0 1700 0 0 224 224 0. 13 Sum of Critical Movements = 1. 96 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 1 . 0 1700 906 0 606 1512 0. 92* NR 0 . 0 1700 1 0 41 42 0. 03 SL 0. 0 1700 1 Q 92 93 0. 06* ST 1. 0 1700 360 0 319 679 0. 46 - SR 0. 0 1700 0 0 Y ' 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00* _ ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 1 0 84 85 0. 05 WT 1 . 0 1700 0 0 0 0 0. 09* WR 0 . 0 1700 1 0 67 68 0. 04 Sum of Critical Movements = 1. 12 + PM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 1. 0 1700 468 0 538 1006 0. 66 NR 0. 0 1700 1 0 122 123 0. 07 SL 0. 0 1700 5 0 71 76 0. 05 ST 1. 0 1700 1073 0 711 1784 1. 09* - SR 0. 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00* _ ET 0. 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 1 0 80 81 0. 05 WT 1. 0 1700 0 0 0 0 0. 10* WR 0. 0 1700 1 0 88 89 0. 05 _ Sum of Critical Movements = 1. 24 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 1 0 76 77 0 . 05 NT 1. 0 1700 11 0 1134 1145 0. 72* NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00* ST 1. 0 1700 7 0 217 224 0. 19 - SR 0. 0 1700 11 0 82 93 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 7 0 190 197 0. 12 - WT 1. 0 1700 0 0 0 0 0. 40* WR 0. 0 1700 3 0 472 475 0. 28 Sum of Critical Movements = 1. 17 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 1 0 177 178 0 . 11* NT 1. 0 1700 11 0 340 351 0. 31 NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1. 0 1700 3 0 1006 1009 0. 83* SR 0. 0 1700 3 0 393 396 0.23 EL 0. 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 7 0 568 575 0. 34 WT 1. 0 1700 0 0 0 0 0. 41* WR 0 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1. 40 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) - Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 7 0 738 745 0. 61* NR 0. 0 1700 1 0 298 299 0. 18 SL 0. 0 1700 7 0 82 89 0. 05* ST 1. 0 1700 3 0-� 325 328 0. 25 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 3 0 472 475 0 . 28 _ ET 1 . 0 1700 0 0 0 0 0. 32* ER 0. 0 1700 7 0 61 68 0. 04 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 03 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 1 . 0 1700 1 0 404 405 0. 51 NR 0. 0 1700 14 0 445 459 0. 27 SL 0. 0 1700 3 0 393 396 0. 23 ST 1 . 0 1700 18 0 1181 1199 0. 94* SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 11 0 113 124 0. 07 _ ET 1. 0 1700 0 0 0 0 0. 20* ER 0. 0 1700 11 0 200 211 0. 12 WL 0 . 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0. 00 _ Sum of Critical Movements = 1. 19 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic - Lane Configuration: Initial Existing AM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 18 0 0 18 0. 01 NT 1 . 0 1700 1 0 0 1 0. 04* _ NR 0. 0 1700 55 0 0 55 0. 03 SL 1 . 0 1700 11 0 - 239 250 0. 15* ST 1 . 0 1700 1 0 0 1 0. 02 SR 0. 0 1700 1 0 30 31 0. 02 EL 1 . 0 1700 11 0 90 101 0 . 06* - ET 1. 0 1700 347 0 17 364 0. 21 ER 1 . 0 1700 3 0 0 3 0. 01 WL 0 . 0 1700 29 0 0 29 0. 02 WT 1 . 0 1700 488 0 95 583 0. 36* WR 1. 0 1700 11 0 140 151 0. 09 Sum of Critical Movements = 0 . 66 + PM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 1 0 0 1 0. 01 NT 1 . 0 1700 1 0 0 1 0. 06* _ NR 0. 0 1700 96 0 0 96 0 . 06 SL 1 . 0 1700 3 0 311 314 0. 19* ST 1. 0 1700 1 0 0 1 0. 06 SR 0. 0 1700 7 0 99 106 0. 06 EL 1. 0 1700 37 0 58 95 0 . 06 - ET 1. 0 1700 666 0 80 746 0. 44* ER 1. 0 1700 7 0 0 7 0. 01 WL 0. 0 1700 99 0 0 99 0. 06* WT 1. 0 1700 383 0 22 405 0 . 30 WR 1. 0 1700 18 0 417 435 0. 26 Sum of Critical Movements = 0 . 80 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 351 0 0 351 0. 21* NT 1. 0 1700 14 0 0 14 0. 19 NR 0. 0 1700 301 0 0 301 0. 18 SL 0. 0 1700 5 0 0 5 0. 01 ST 1. 0 1700 7 0 0 7 0. 02* SR 0. 0 1700 24 0 0 24 0. 01 EL 0. 0 1700 5 0 0 5 0. 01 ET 1. 0 1700 425 0 256 681 0. 50* ER 0. 0 1700 162 0 0 162 0. 10 WL 1 . 0 1700 116 0 0 116 0. 07* WT 1. 0 1700 529 0 235 764 0. 46 WR 0. 0 1700 9 0 0 9 0. 01 Sum of Critical Movements = 0. 85 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 124 0 0 124 0. 07 NT 1. 0 1700 18 0 0 18 0 . 27* NR 0. 0 1700 436 0 0 436 0. 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1. 0 1700 24 0 0 24 0. 03 SR 0. 0 1700 16 0 0 16 0. 01 EL 0. 0 1700 9 0 0 9 0. 01 ET 1. 0 1700 483 0 391 874 0. 68* ER 0. 0 1700 273 0 0 273 0. 16 WL 1. 0 1700 373 0 0 373 0. 22* _ WT 1. 0 1700 440 0 439 879 0. 53 WR 0. 0 1700 18 0 0 18 0. 01 Sum of Critical Movements = 1. 23 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 131 0 35 166 0 . 10* NT 2 . 0 3400 305 0 157 462 0. 20 - NR 0. 0 1700 205 0 0 205 0. 12 SL 1. 0 1700 16 0 0 16 0. 01 _ ST 2 . 0 3400 336 0 -� 27 363 0 . 14* SR 0 . 0 1700 118 0 0 118 0 . 07 EL 1. 0 1700 183 0 0 183 0 . 11 ET 2 . 0 3400 262 0 191 453 0 . 13* ER 1. 0 1700 62 0 65 127 0. 08 WL 1. 0 1700 177 0 0 177 0. 10* WT 2 . 0 3400 157 0 200 357 0. 11 WR 0 . 0 1700 12 0 0 12 0. 01 Sum of Critical Movements = 0. 52 + PM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 207 0 108 315 0. 19* NT 2 . 0 3400 507 0 38 545 0 . 27 - NR 0. 0 1700 359 0 0 359 0. 21 SL 1. 0 1700 66 0 0 66 0. 04 ST 2 . 0 3400 533 0 131 664 0. 27* SR 0 . 0 1700 262 0 0 262 0 . 15 EL 1 . 0 1700 283 0 0 283 0. 17 ET 2 . 0 3400 464 0 315 779 0 . 23* ER 1 . 0 1700 207 0 76 283 0. 17 WL 1. 0 1700 544 0 0 544 0. 32* WT 2 . 0 3400 623 0 331 954 0 . 30 WR 0. 0 1700 48 0 0 48 0. 03 Sum of Critical Movements = 1. 06 + * denotes critical movement t sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- -- - NL 0 . 0 1700 929 180 483 1592 0. 94 NT 1 . 0 1700 7 2 879 888 1 . 46* NR 0 . 0 1700 0 0 0 0 0. 00 SL 0 . 0 1700 0 0 0 0 0. 00* ST 1. 0 1700 1 11 -� 181 193 0. 16 SR 0 . 0 1700 1 0 82 83 0. 05 EL 0 . 0 1700 0 0 0 0 0. 00* _ ET 0 . 0 1700 0 0 0 0 0 . 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0 . 0 1700 74 46 209 329 0. 19 WT 1 . 0 1700 0 0 0 0 0. 47* WR 0 . 0 1700 3 0 471 474 0 . 28 Sum of Critical Movements = 1.98 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 299 151 707 1157 0. 68* NT 1. 0 1700 3 9 233 245 0. 83 NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1 . 0 1700 3 3 734 740 0. 67* SR 0. 0 1700 1 0 392 393 0.23 EL 0 . 0 1700 0 0 0 0 0. 00* _ ET 0. 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 51 11 216 278 0. 16 WT 1 . 0 1700 0 0 0 0 0 . 23* WR 0 . 0 1700 1 0 113 114 0. 07 _ Sum of Critical Movements = 1. 63 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic - Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 929 180 483 1592 0 . 47* NT 2 . 0 3400 7 2 879 888 0 . 26 _ NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0_ 0 0 0. 00 ST 2 . 0 3400 1 11 181 193 0. 08* SR 0. 0 1700 1 0 82 83 0 . 05 EL 0. 0 1700 0 0 0 0 0. 00 - ET 0. 0 1700 0 0 0 0 0 . 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 74 46 209 329 0 . 19* WT 0. 0 1700 0 0 0 0 0 . 00 WR 1 . 0 1700 3 0 471 474 0. 28 Sum of Critical Movements = 0 . 79 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 299 151 707 1157 0. 34* NT 2 . 0 3400 3 9 233 245 0. 07 NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0 . 00 ST 2 . 0 3400 3 3 734 740 0. 33* SR 0 . 0 1700 1 0 392 393 0. 23 EL 0. 0 1700 0 0 0 0 0. 00 ET 0. 0 1700 0 0 0 0 0 . 00* ER 0 . 0 1700 0 0 0 0 0 . 00 WL 1. 0 1700 51 11 216 278 0. 16* WT 0 . 0 1700 0 0 0 0 0. 00 WR 1 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 0 . 88 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0 . 00 NT 1. 0 1700 936 182 891 2009 1. 31* NR 0. 0 1700 66 8 136 210 0 . 12 SL 0. 0 1700 3 0 82 85 0. 05* ST 1. 0 1700 92 57 _ 308 457 0 . 32 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 3 0 471 474 0. 28 ET 1. 0 1700 0 0 0 0 0 . 74* ER 0.0 1700 248 106 433 787 0. 46 WL 0. 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 2 . 15 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 373 160 827 1360 0. 99* NR 0. 0 1700 40 38 247 325 0. 19 SL 0. 0 1700 3 0 392 395 0. 23* ST 1 . 0 1700 37 14 558 609 0. 59 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 1 0 113 114 0. 07 ET 1. 0 1700 0 0 0 0 1. 24* ER 0. 0 1700 958 213 815 1986 1. 17 WL 0. 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 2 . 51 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Lake Street (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis _ V O L iJ M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 3 . 0 5100 936 182 891 2009 0. 39* - NR 1. 0 1700 66 8 136 210 0. 12 SL 1. 0 1700 3 0 82 85 0. 05* ST 2 . 0 3400 92 57 - 308 457 0. 13 SR 0. 0 1700 0 0 0 0 0. 00 EL 1. 0 1700 3 0 471 474 0. 28* - ET 0 . 0 1700 0 0 0 0 0. 00 ER > 1. 0 1700 248 106 433 787 0. 46 WL 0. 0 1700 0 0 0 0 0. 00 WT 0. 0 1700 0 0 0 0 0. 00* WR 0. 0 1700 0 0 0 0 0 . 00 Sum of Critical Movements = 0. 77 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 3 . 0 5100 373 160 827 1360 0. 27* - NR 1 . 0 1700 40 38 247 325 0. 19 SL 1 . 0 1700 3 0 392 395 0. 23* ST 2 . 0 3400 37 14 558 609 0. 18 SR 0 . 0 1700 0 0 0 0 0. 00 EL 1. 0 1700 1 0 113 114 0. 07* - ET 0 . 0 1700 0 0 0 0 0. 00 ER > 1. 0 1700 958 213 815 1986 1. 17 WL 0 . 0 1700 0 0 0 0 0. 00 WT 0 . 0 1700 0 0 0 0 0. 00* WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 0. 62 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval > denotes free right turn Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 29 136 188 353 0. 21 NT 1. 0 1700 947 172 905 2024 1. 48* NR 0. 0 1700 0 0 133 133 0. 08 SL 0 . 0 1700 0 0 269 269 0. 16* ST 1. 0 1700 322 60 404 786 0. 75 SR 0 . 0 1700 44 103 68 215 0. 13 EL 0. 0 1700 37 18 76 131 0. 08 _ ET 1 . 0 1700 0 0 45 45 0. 25* ER 0. 0 1700 29 46 172 247 0. 15 WL 0 . 0 1700 0 0 24 24 0. 01* WT 0 . 0 1700 0 0 8 8 0. 05 WR 0 . 0 1700 0 0 46 46 0. 03 Sum of Critical Movements = 1. 95 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 25 81 263 369 0. 22* NT 1 . 0 1700 384 113 787 1284 0. 99 NR 0 . 0 1700 0 0 31 31 0. 02 SL 0. 0 1700 0 0 64 64 0. 04 ST 1. 0 1700 951 202 1240 2393 1 . 52* SR 0. 0 1700 37 25 69 131 0. 08 EL 0 . 0 1700 37 85 63 185 0. 11 ET 1 . 0 1700 0 0 11 11 0.41* ER 0 . 0 1700 59 150 298 507 0. 30 WL 0 . 0 1700 0 0 113 113 0. 07* WT 0 . 0 1700 0 0 37 37 0. 22 WR 0 . 0 1700 0 0 224 224 0. 13 _ Sum of Critical Movements = 2 . 27 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Lake Street (NS) / Temescal Canyon Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 29 136 188 353 0. 10 NT 3 . 0 5100 947 172 905 2024 0. 42* _ NR 0. 0 1700 0 0 133 133 0. 08 SL 2 . 0 3400 0 0 269 269 0. 08* ST 3 . 0 5100 322 60 404 786 0. 15 SR 1 . 0 1700 44 103 68 215 0. 13 EL 1. 0 1700 37 18 76 131 0. 08* ET 1. 0 1700 0 0 45 45 0. 03 ER 1 . 0 1700 29 46 172 247 0. 15 WL 1. 0 1700 0 0 24 24 0. 01 WT 1 . 0 1700 0 0 8 8 0. 01* WR 1. 0 1700 0 0 46 46 0 . 03 Sum of Critical Movements = 0 . 64 + PM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 25 81 263 369 0. 11 NT 3 . 0 5100 384 113 787 1284 0. 26 _ NR 0 . 0 1700 0 0 31 31 0. 02 SL 2 . 0 3400 0 0 64 64 0. 02 ST 3 . 0 5100 951 202 1240 2393 0. 47* SR 1 . 0 1700 37 25 69 131 0. 08 EL 1. 0 1700 37 85 63 185 0. 11 _ ET 1 . 0 1700 0 0 11 11 0. 01 ER 1 . 0 1700 59 150 298 507 0. 30* WL 1 . 0 1700 0 0 113 113 0. 07* WT 1 . 0 1700 0 0 37 37 0. 02 WR 1 . 0 1700 0 0 224 224 0. 13 Sum of Critical Movements = 0 . 89 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------ NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 906 226 606 1738 1. 06* NR 0 . 0 1700 1 15 41 57 0. 03 SL 0. 0 1700 1 28 92 121 0.07* ST 1. 0 1700 360 70 319 749 0.51 - SR 0 . 0 1700 0 0 �` 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 1 9 84 94 0. 06 WT 1. 0 1700 0 0 0 0 0. 14* WR 0. 0 1700 1 71 67 139 0. 08 Sum of Critical Movements = 1. 32 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00* NT 1 . 0 1700 468 126 538 1132 0.77 NR 0. 0 1700 1 46 122 169 0. 10 SL 0. 0 1700 5 96 71 172 0. 10 ST 1. 0 1700 1073 247 711 2031 1. 30* SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00* _ ET 0. 0 1700 0 0 0 0 0. 00 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 1 46 80 127 0. 08 WT 1. 0 1700 0 0 0 0 0. 17* WR 0 . 0 1700 1 63 88 152 0. 09 Sum of Critical Movements = 1. 52 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval o Intersection: Lake Street (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- - ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 906 226 606 1738 0.53* - NR 0. 0 1700 1 15 41 57 0. 03 SL 1. 0 1700 1 28 .- 92 121 0. 07* ST 2 . 0 3400 360 70 -�_319 749 0.22 SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00 - ET 0. 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 1 9 84 94 0. 06* WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 1 71 67 139 0. 08 Sum of Critical Movements = 0.71 + PM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00* NT 2 . 0 3400 468 126 538 1132 0. 38 NR 0. 0 1700 1 46 122 169 0. 10 SL 1. 0 1700 5 96 71 172 0. 10 ST 2 . 0 3400 1073 247 711 2031 0. 60* SR 0. 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 1 46 80 127 0. 08* WT 0 . 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 1 63 88 152 0. 09 Sum of Critical Movements = 0. 73 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Lake Street (NS) / Project Collector Loop Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 1018 73 647 1738 0. 52* NR 0 . 0 1700 0 46 0 46 0. 03 SL 1. 0 1700 0 57 0 57 0. 03* ST 2 . 0 3400 370 22 403 795 0. 23 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00 ET 0. 0 1700 0 0 0 0 0. 00* ER 0 . 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 0 134 0 134 0. 08* _ WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 0 168 0 168 0. 10 Sum of Critical Movements = 0. 68 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00* NT 2 . 0 3400 509 66 660 1235 0. 41 NR 0. 0 1700 0 155 0 155 0. 09 SL 1. 0 1700 0 194 0 194 0. 11 ST 2 . 0 3400 1075 99 791 1965 0. 58* SR 0. 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 0 87 0 87 0. 05* WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 0 106 0 106 0. 06 Sum of Critical Movements = 0 . 68 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Lake Street (NS) / Lakeshore Drive (EW) _ Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C _ Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 296 90 552 938 0. 31* - NR 0. 0 1700 18 23 90 131 0 . 08 SL 2 . 0 3400 240 44 17 301 0. 09 _ ST 2 . 0 3400 129 134 '_386 649 0. 19 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 0 0 0 0 0. 00* ET 0 . 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 1. 0 1700 18 25 30 73 0. 04 WT 0 . 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 721 25 95 841 0. 50* Sum of Critical Movements = 0 . 86 + PM Intersection Capacity Analysis - V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 231 192 638 1061 0 . 35* - NR 0. 0 1700 18 41 58 117 0. 07 SL 2 . 0 3400 703 36 80 819 0. 24* ST 2 . 0 3400 370 151 711 1232 0. 36 SR 0 . 0 1700 0 0 0 0 0. 00 EL 0 . 0 1700 0 0 0 0 0. 00 ET 0 . 0 1700 0 0 0 0 0. 00* ER 0 . 0 1700 0 0 0 0 0. 00 WL 1 . 0 1700 18 33 99 150 0. 09* WT 0. 0 1700 0 0 0 0 0. 00 WR 1 . 0 1700 277 52 22 351 0. 21 Sum of Critical Movements = 0. 73 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic - Lane Configuration: Initial Existing AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- NL 0. 0 1700 1 111 76 188 0. 11 NT 1 . 0 1700 11 4 1134 1149 0. 79* NR 0 . 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00* ST 1. 0 1700 7 7 217 231 0. 19 SR 0 . 0 1700 11 0 82 93 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* _ ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 7 114 190 311 0. 18 WT 1 . 0 1700 0 0 0 0 0.46* WR 0. 0 1700 3 0 472 475 0. 28 Sum of Critical Movements = 1. 30 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 1 181 177 359 0. 21* NT 1 . 0 1700 11 23 340 374 0. 43 NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 1. 0 1700 3 23 1006 1032 0.84* SR 0. 0 1700 3 0 393 396 0. 23 EL 0 . 0 1700 0 0 0 0 0. 00* ET 0. 0 1700 0 0 0 0 0. 00 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 7 292 568 867 0. 51 WT 1. 0 1700 0 0 0 0 0. 58* WR 0 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 1. 68 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy WB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic - Lane Configuration: Initial Alternate AM Intersection Capacity Analysis _ V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 1 ill 76 188 0. 11 NT 2 . 0 3400 11 4 1134 1149 0. 34* _ NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 2 . 0 3400 7 7 217 231 0 . 07 SR 1. 0 1700 11 0 �` 82 93 0. 05 EL 0. 0 1700 0 0 0 0 0. 00* - ET 0. 0 1700 0 0 0 0 0 . 00 ER 0 . 0 1700 0 0 0 0 0 . 00 WL 2 . 0 3400 7 114 190 311 0 . 09 WT 0. 0 1700 0 0 0 0 0. 00 WR 1. 0 1700 3 0 472 475 0 . 28* Sum of Critical Movements = 0 . 67 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 1 181 177 359 0. 21* NT 2 . 0 3400 11 23 340 374 0. 11 _ NR 0. 0 1700 0 0 0 0 0. 00 SL 0. 0 1700 0 0 0 0 0. 00 ST 2 . 0 3400 3 23 1006 1032 0. 30* SR 1. 0 1700 3 0 393 396 0. 23 EL 0 . 0 1700 0 0 0 0 0 . 00 ET 0. 0 1700 0 0 0 0 0. 00* ER 0. 0 1700 0 0 0 0 0. 00 WL 2 . 0 3400 7 292 568 867 0. 26* WT 0. 0 1700 0 0 0 0 0. 00 WR 1 . 0 1700 1 0 113 114 0. 07 Sum of Critical Movements = 0. 82 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 1. 0 1700 7 115 738 860 0. 80* NR 0. 0 1700 1 203 298 502 0. 30 SL 0. 0 1700 7 0 82 89 0. 05* ST 1. 0 1700 3 121 325 449 0. 32 SR 0. 0 1700 0 0 0 0 0 . 00 EL 0. 0 1700 3 0 472 475 0.28 ET 1 . 0 1700 0 0 0 0 0. 38* ER 0 . 0 1700 7 98 61 166 0. 10 WL 0. 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1 . 28 + PM Intersection Capacity Analysis V O L U M E S _ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00* NT 1. 0 1700 1 204 404 609 0. 75 NR 0. 0 1700 14 204 445 663 0. 39 - SL 0. 0 1700 3 0 393 396 0. 23 ST 1. 0 1700 18 315 1181 1514 1. 12* SR 0 . 0 1700 0 0 0 0 0. 00 EL 0. 0 1700 11 0 113 124 0. 07 ET 1. 0 1700 0 0 0 0 0. 32* ER 0. 0 1700 11 217 200 428 0. 25 WL 0. 0 1700 0 0 0 0 0. 00* WT 0 . 0 1700 0 0 0 0 0. 00 WR 0. 0 1700 0 0 0 0 0. 00 Sum of Critical Movements = 1. 49 + _ * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval Intersection: Nichols Road (NS) / I-15 Fwy EB Ramps (EW) Project: Murdock Alberhill Ranch Specific Plan - Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate - AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- _ NL 0. 0 1700 0 0 0 0 0 . 00 NT 2 . 0 3400 7 115 738 860 0. 25* NR 1. 0 1700 1 203 298 502 0. 30 -. SL 1. 0 1700 7 0 82 89 0 . 05* ST 2 . 0 3400 3 121 325 449 0. 13 _ SR 0 . 0 1700 0 0 0 0 0. 00 EL 1. 0 1700 3 0 472 475 0. 28* ET 0 . 0 1700 0 0 0 0 0. 00 - ER 1 . 0 1700 7 98 61 166 0. 10 WL 0 . 0 1700 0 0 0 0 0. 00 WT 0 . 0 1700 0 0 0 0 0. 00* WR 0 . 0 1700 0 0 0 0 0 . 00 Sum of Critical Movements = 0. 63 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 2 . 0 3400 1 204 404 609 0 . 18 NR 1 . 0 1700 14 204 445 663 0 . 39 SL 1. 0 1700 3 0 393 396 0 .23 ST 2 . 0 3400 18 315 1181 1514 0 . 45* - SR 0 . 0 1700 0 0 0 0 0. 00 EL 1 . 0 1700 11 0 113 124 0. 07 ET 0 . 0 1700 0 0 0 0 0. 00 ER 1. 0 1700 11 217 200 428 0. 25* WL 0 . 0 1700 0 0 0 0 0. 00* WT 0. 0 1700 0 0 0 0 0. 00 WR 0 . 0 1700 0 0 0 0 0 . 00 Sum of Critical Movements = 0 . 75 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Project Collector Loop Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 0 26 0 26 0. 02 NT 1. 0 1700 0 0 0 0 0. 19* NR 0. 0 1700 0 244 79 323 0. 19 SL 1. 0 1700 0 0 333 333 0. 20* ST 1. 0 1700 0 0 0 0 0. 06 SR 0. 0 1700 0 0 105 105 0. 06 EL 1. 0 1700 0 0 42 42 0. 02* ET 2 . 0 3400 0 39 108 147 0. 05 ER 0 . 0 1700 0 9 0 9 0. 01 WL 1. 0 1700 0 83 14 97 0. 06 WT 2 . 0 3400 0 29 57 86 0. 09* - WR 0 . 0 1700 0 0 223 223 0. 13 Sum of Critical Movements = 0. 55 + PM Intersection Capacity Analysis V O L U M E S - ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 0 17 0 17 0. 01 NT 1. 0 1700 0 0 0 0 0. 10* NR 0. 0 1700 0 157 19 176 0. 10 SL 1. 0 1700 0 0 538 538 0. 32* ST 1. 0 1700 0 0 0 0 0. 04 SR 0 . 0 1700 0 0 71 71 0. 04 EL 1. 0 1700 0 0 125 125 0. 07* ET 2 . 0 3400 0 88 98 186 0. 06 ER 0 . 0 1700 0 30 0 30 0. 02 WL 1 . 0 1700 0 285 66 351 0. 21 WT 2 . 0 3400 0 89 133 222 0.26* WR 0 . 0 1700 0 0 673 673 0. 40 Sum of Critical Movements = 0. 80 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval % Intersection: Project Collector Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 0 . 0 1700 0 0 0 0 0 . 00* NR 0 . 0 1700 0 0 0 0 0. 00 SL 1. 0 1700 0 138 311 449 0. 26* ST 0. 0 1700 0 0 0 0 0. 00 - SR 1. 0 1700 0 64 86 150 0. 09 EL 1. 0 1700 0 48 33 81 0. 05* ET 2 . 0 3400 0 253 447 700 0 . 21 ER 0. 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 0 0 0 0 0. 00 WT 2 . 0 3400 0 162 184 346 0. 17* WR 0. 0 1700 0 102 117 219 0. 13 Sum of Critical Movements = 0. 53 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio - ------ ----- -------- ---------- ------- ----- ------- ------- NL 0. 0 1700 0 0 0 0 0. 00 NT 0. 0 1700 0 0 0 0 0. 00* _ NR 0. 0 1700 0 0 0 0 0. 00 SL 1. 0 1700 0 63 206 269 0. 16* ST 0. 0 1700 0 0 0 0 0. 00 SR 1. 0 1700 0 29 58 87 0. 05 EL 1 . 0 1700 0 53 102 155 0. 09* ET 2 . 0 3400 0 428 464 892 0 . 26 ER 0 . 0 1700 0 0 0 0 0. 00 WL 0. 0 1700 0 0 0 0 0. 00 WT 2 . 0 3400 0 531 678 1209 0. 50* WR 0 . 0 1700 0 115 366 481 0 . 28 Sum of Critical Movements = 0. 80 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Terra Cotta Road (NS) / Nichols Road (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate AM Intersection Capacity Analysis V 0 L U M E S _ ----------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 0 32 132 164 0. 10* NT 1. 0 1700 0 29 0 29 0. 02 NR 1. 0 1700 0 48 126 174 0. 10 SL 1 . 0 1700 0 56 0 56 0. 03 ST 1. 0 1700 0 17 0 17 0. 02* SR 0 . 0 1700 0 13 0 13 0.01 EL 1. 0 1700 0 22 0 22 0. 01 ET 2 . 0 3400 0 197 354 551 0.23* ER 0 . 0 1700 0 64 166 230 0. 14 WL 1. 0 1700 0 64 108 172 0. 10* WT 2 . 0 3400 0 67 162 229 0. 10 - WR 0 . 0 1700 0 95 0 95 0. 06 Sum of Critical Movements = 0 . 50 + PM Intersection Capacity Analysis V 0 L U M E S - ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 0 75 310 385 0. 23* NT 1. 0 1700 0 92 0 92 0.05 NR 1 . 0 1700 0 53 171 224 0. 13 SL 1 . 0 1700 0 301 0 301. 0. 18 ST 1. 0 1700 0 92 0 92 0. 09* SR 0. 0 1700 0 69 0 69 0. 04 EL 1 . 0 1700 0 69 0 69 0. 04* ET 2 . 0 3400 0 127 395 522 0. 24 ER 0. 0 1700 0 49 260 309 0. 18 WL 1. 0 1700 0 29 174 203 0. 12 WT 2 . 0 3400 0 230 562 792 0. 32* WR 0 . 0 1700 0 301 0 301 0. 18 Sum of Critical Movements = 0. 73 + * denotes critical movement + sum of critical moves includes 0 . 05 clearance interval $ Intersection: Terra Cotta Road (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic _ Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 18 0 0 18 0. 01 NT 1. 0 1700 1 7 0 8 0 . 05* NR 0 . 0 1700 55 0 0 55 0. 03 SL 1. 0 1700 11 114 239 364 0. 21* ST 1. 0 1700 1 4 0 5 0. 04 - SR 0. 0 1700 1 25 --=30 56 0. 03 EL 1. 0 1700 11 23 90 124 0. 07* _ ET 1. 0 1700 347 44 17 408 0. 24 ER 1. 0 1700 3 0 0 3 0. 01 WL 0 . 0 1700 29 0 0 29 0. 02 WT 1 . 0 1700 488 25 95 608 0 . 38* WR 1 . 0 1700 11 68 140 219 0 . 13 Sum of Critical Movements = 0. 76 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 0 . 0 1700 1 0 0 1 0 . 01 NT 1. 0 1700 1 23 0 24 0 . 07* NR 0 . 0 1700 96 0 0 96 0. 06 SL 1. 0 1700 3 105 311 419 0. 25* ST 1. 0 1700 1 23 0 24 0. 10 SR 0 . 0 1700 7 33 99 139 0. 08 EL 1. 0 1700 37 41 58 136 0 . 08 - ET 1. 0 1700 666 36 80 782 0. 46* ER 1 . 0 1700 7 0 0 7 0. 01 WL 0 . 0 1700 99 0 0 99 0. 06* WT 1. 0 1700 383 52 22 457 0. 33 WR 1. 0 1700 18 153 417 588 0. 35 Sum of Critical Movements = 0. 89 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------ ------- NL 1. 0 1700 351 4 0 355 0.21* NT 1. 0 1700 14 0 0 14 0. 19 NR 0. 0 1700 301 0 0 301 0. 18 SL 0. 0 1700 5 0 0 5 0. 01 ST 1. 0 1700 7 0 0 7 0. 02* SR 0 . 0 1700 24 0 0 24 0. 01 EL 0. 0 1700 5 0 0 5 0. 01 ET 1. 0 1700 425 147 256 828 0. 59* ER 0. 0 1700 162 11 0 173 0. 10 WL 1. 0 1700 116 0 0 116 0. 07* WT 1. 0 1700 529 89 235 853 0. 51 WR 0. 0 1700 9 0 0 9 0. 01 Sum of Critical Movements = 0. 94 + PM Intersection Capacity Analysis V O L U M E S _ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 124 13 0 137 0. 08 NT 1. 0 1700 18 0 0 18 0.27* NR 0. 0 1700 436 0 0 436 0. 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1 . 0 1700 24 0 0 24 0. 03 SR 0 . 0 1700 16 0 0 16 0. 01 EL 0 . 0 1700 9 0 0 9 0. 01 ET 1. 0 1700 483 134 391 1008 0.76* ER 0. 0 1700 273 7 0 280 0. 17 WL 1 . 0 1700 373 0 0 373 0.22* WT 1. 0 1700 440 192 439 1071 0. 64 - WR 0. 0 1700 18 0 0 18 0 .01 Sum of Critical Movements = 1. 31 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval Intersection: Machado Street (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan - Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate - AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- - NL 1 . 0 1700 351 4 0 355 0. 21* NT 1 . 0 1700 14 0 0 14 0. 19 NR 0. 0 1700 301 0 0 301 0. 18 - SL 0. 0 1700 5 0 0 5 0 . 01 ST 1. 0 1700 7 0 0 7 0. 02* SR 0. 0 1700 24 0 0 24 0 . 01 EL 0. 0 1700 5 0 0 5 0 . 01 ET 2 . 0 3400 425 147 256 828 0 . 25* ER 1. 0 1700 162 11 0 173 0. 10 WL 1 . 0 1700 116 0 0 116 0. 07* _ WT 2 . 0 3400 529 89 235 853 0. 25 WR 0. 0 1700 9 0 0 9 0 . 01 Sum of Critical Movements = 0 . 60 + PM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1 . 0 1700 124 13 0 137 0 . 08 NT 1 . 0 1700 18 0 0 18 0 . 27* NR 0. 0 1700 436 0 0 436 0 . 26 SL 0. 0 1700 16 0 0 16 0. 01* ST 1. 0 1700 24 0 0 24 0 . 03 SR 0 . 0 1700 16 0 0 16 0. 01 EL 0 . 0 1700 9 0 0 9 0 . 01 ET 2 . 0 3400 483 134 391 1008 0. 30* ER 1 . 0 1700 273 7 0 280 0 . 17 WL 1 . 0 1700 373 0 0 373 0. 22* WT 2 . 0 3400 440 192 439 1071 0 . 32 WR 0 . 0 1700 18 0 0 18 0 . 01 Sum of Critical Movements = 0 . 85 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval % Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Existing AM Intersection Capacity Analysis V O L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 131 15 35 181 0. 11* NT 2 . 0 3400 305 0 157 462 0 . 20 NR 0 . 0 1700 205 0 0 205 0. 12 SL 1. 0 1700 16 0 0 16 0. 01 ST 2 . 0 3400 336 6 27 363 0. 14* SR 0 . 0 1700 118 O 0 118 0. 07 EL 1. 0 1700 183 0 0 183 0. 11 ET 2 . 0 3400 262 114 191 567 0. 17* ER 1. 0 1700 62 33 65 160 0 . 09 WL 1. 0 1700 177 0 0 177 0. 10* WT 2 . 0 3400 157 74 200 431 0 . 13 WR 0. 0 1700 12 0 0 12 0 . 01 Sum of Critical Movements = 0. 57 + PM Intersection Capacity Analysis V O L U M E S _ ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 1. 0 1700 207 34 108 349 0 . 21* NT 2 . 0 3400 507 0 38 545 0. 27 NR 0. 0 1700 359 0 0 359 0. 21 SL 1. 0 1700 66 0 0 66 0. 04 ST 2 . 0 3400 533 0 131 664 0. 27* SR 0 . 0 1700 262 0 0 262 0 . 15 EL 1 . 0 1700 , 283 0 0 283 0. 17 ET 2 . 0 3400 464 115 315 894 0. 26* ER 1. 0 1700 207 19 76 302 0. 18 WL 1. 0 1700 544 0 0 544 0. 32* WT 2 . 0 3400 623 158 331 1112 0. 34 WR 0 . 0 1700 48 0 0 48 0. 03 Sum of Critical Movements = l. 11 + _ * denotes critical movement sum of critical moves includes 0. 05 clearance interval % Intersection: Riverside Drive (NS) / Lakeshore Drive (EW) Project: Murdock Alberhill Ranch Specific Plan Traffic Condition: Future Background + Project + Other Traffic Lane Configuration: Initial Alternate - AM Intersection Capacity Analysis V O L U M E S ------------------------------------ V/C Move Lanes Capacity Future BG Project Other Total Ratio _ ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 131 15 35 181 0. 05 NT 2 . 0 3400 305 0 157 462 0. 20* NR 0 . 0 1700 205 0 0 205 0. 12 - SL 1 . 0 1700 16 0 0 16 0. 01* ST 2 . 0 3400 336 0 27 363 0. 11 SR 1 . 0 1700 118 0 0 118 0 . 07 EL 1. 0 1700 183 0 0 183 0. 11* _ ET 2 . 0 3400 262 114 191 567 0 . 17 ER 1 . 0 1700 62 33 65 160 0. 09 WL 2 . 0 3400 177 0 0 177 0. 05 WT 2 . 0 3400 157 74 200 431 0 . 13* WR 0 . 0 1700 12 0 0 12 0. 01 Sum of Critical Movements = 0. 50 + PM Intersection Capacity Analysis - V 0 L U M E S ---------------------------------- V/C Move Lanes Capacity Future BG Project Other Total Ratio ------ ----- -------- ---------- ------- ----- ------- ------- NL 2 . 0 3400 207 34 108 349 0. 10 NT 2 . 0 3400 507 0 38 545 0 . 27* _ NR 0 . 0 1700 359 0 0 359 0. 21 SL 1 . 0 1700 66 0 0 66 0 . 04* ST 2 . 0 3400 533 0 131 664 0 . 20 SR 1. 0 1700 262 0 0 262 0. 15 EL 1. 0 1700 283 0 0 283 0 . 17* - ET 2 . 0 3400 464 115 315 894 0 . 26 ER 1 . 0 1700 207 19 76 302 0. 18 WL 2 . 0 3400 544 0 0 544 0 . 16 WT 2 . 0 3400 623 158 331 1112 0 . 34* WR 0 . 0 1700 48 0 0 48 0 . 03 Sum of Critical Movements = 0 .87 + * denotes critical movement + sum of critical moves includes 0. 05 clearance interval $ - APPENDIX C TRAFFIC SIGNAL WARRANTS TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Lake St. Minor St:Nichols Rd. Year = 2000 Volume = 37 , 000 Lanes= 2 Volume = 3 , 400 Lanes= 2 (one-way) URBAN RURAL XX Minimum Requirements EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 8, 000 5, 600 2 , 400 1, 680 2 + 1 9, 600 6, 720 2 , 400 1, 680 _ 2 + 371000 2 + 3 , 400 9, 600 6, 720 * 3 , 200 2 , 240 1 2 + 8, 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14 , 400 10, 080 10, 200 850 2 + 37 , 000 2 + 3 , 400 14 , 000 10, 080 * 1, 600 1, 120 1 2 + 12, 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants Satisfied Not Satisfied XX No one warrant satisfied but following warrants fulfilled 80% or more. . 100% 100% 1 2 T NOTES: 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted. TRAFFIC SIGNAL WARRANTS (Based on Estimated Average Daily Traffic-See Note 2) Major St:Nichols Rd. Minor St:Project Collector Year = 2000 Volume = 26, 950 Lanes= 2 Volume = 5, 050 Lanes= 2 (one-way) - URBAN RURAL XX Minimum Requirements _ EADT 1. Minimum Vehicular Vehicles per day Vehicles per day on major street on higher volume Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) - Number of lanes for moving traffic on each approach. _ Major Street Minor Street Urban Rural Urban Rural 1 1 8 , 000 5, 600 2 , 400 1, 680 2 + 1 9 , 600 61720 2 , 400 1, 680 2 + 26, 950 2 + 5, 050 9 , 600 6, 720 * 3 , 200 2 , 240 1 2 + 8 , 000 5, 600 3 , 200 2 , 240 2 . Interruption of Continuous Vehicles per day Vehicles per day traffic on major street on higher volume _ Satisfied Not Satisfied (both approaches) minor-street approach XX (one direction only) Number of lanes for moving traffic on each approach. Major Street Minor Street Urban Rural Urban Rural _ 1 1 12 , 000 8 , 400 1, 200 850 2 + 1 14 , 400 101080 1, 200 850 2 + 26, 950 2 + 5, 050 14 , 000 10, 080 * 1, 600 1, 120 1 2 + 12 , 000 8 , 400 1, 600 1, 120 3 . Combination 2 Warrants 2 Warrants - satisfied Not Satisfied XX No one warrant satisfied _ but following warrants fulfilled 80% or more. . 100% 100% 1 2 NOTES: 1. Heavier left turn movement from the major street may be include with minor street volume if a separate signal phase is to be - provided for the left-turn movement. 2 . To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannot be counted.