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Home My WebLink AboutCUP 99-30; CANNON COURT; TRANSPORTATION ANALYSIS; 2001-01-044 I , I • I J rl ti I , I I ._ I • I J I -I I , TRANSPORTATION ANALYSIS for CANNON COURT Prepared for WEST DEVELOPMENT AND J. A. BUZA CORPORATION First Submittal: May 31, 2000 Second Submittal: August 30, 2000 Third Submittal: October 24, 2000 Final Report: January 4, 2001 RECEIVED JAN 1 6 2001 CITY OF CARLSBAD PLANNING DEPT. © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 4540 Kearny Villa Road, Suite 106 San Diego, California 92123-1573 (858) 560-4911 4 I , I • I J I .I I • I 'I I • I J I ti ~, • Cannon Court Final Report Section TRANSPORTATION ANALYSIS TABLE OF CONTENTS ©Urban Systems Associates, Inc. January 4, 2001 1.0 INTRODUCTION .................................................... 1-1 2.0 METHODOLOGY ................................................... 2-1 3.0 EXISTING CONDITIONS ............................................. 3-1 4.0 THE PROJECT TRIP GENERATION .................................... 4-1 5.0 EXISTING PLUS PROJECT CONDITIONS ............................... 5-1 6.0 SHORT TERM FUTURE (YEAR 2005) CONDITIONS ...................... 6-1 7.0 BUILDOUT (YEAR 2020) CONDITIONS ................................ 7-1 8.0 CONGESTION MANAGEMENT PROGRAM ............................. 8-1 9.0 CONCLUSIONS AND RECOMMENDATIONS ........................... 9-1 10.0 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10-1 11.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS .................... 11-1 APPENDICES A Existing, Existing+ Project, 2005, 2005 + Project Conditions Worksheets B. Signal Warrant for Project Access C. (Year 2020) Buildout Conditions Worksheets 2598 2598-rpt-010401 I , I • I } I .I I I i I I I .... rl Cannon Court Final Report Number 1-1 Regional Location Map ©Urban Systems Associates, Inc. January 4, 2001 LIST OF FIGURES 1-2 3-1 Existing Average Daily Traffic Volumes .................................. 3-2 3-2 Existing Lane Configurations and Street Classifications . . . . . . . . . . . . . . . . . . . . . . . 3-3 3-3 Existing AM Peak Hour Volumes ........................................ 3-6 3-4 Existing PM Peak Hour Volumes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-7 4-1 Project Site Plan ...................................................... 4-2 4-2 Project Only Distribution AM/PM Peak Hour and ADT Traffic Volumes . . . . . . . . . 4-5 5-1 Existing Plus Project Average Daily Traffic Volumes . . . . . . . . . . . . . . . . . . . . . . . . 5-2 5-2 Existing Plus Project AM Peak Hour Traffic Volumes ........................ 5-4 5-3 Existing Plus Project PM Peak Hour Traffic Volumes . . . . . . . . . . . . . . . . . . . . . . . . 5-5 6-1 Short Term Future (Year 2005) Average Daily Traffic Volumes . . . . . . . . . . . . . . . . 6-2 6-2 Short Term Future (Year 2005) AM Peak Hour Volumes . . . . . . . . . . . . . . . . . . . . . . 6-5 6-3 Short Term Future (Year 2005) PM Peak Hour Volumes . . . . . . . . . . . . . . . . . . . . . . 6-6 7-1 Buildout (Year 2020) Average Daily Traffic Volumes ........................ 7-2 7-2 Buildout (Year 2020) Plus Project AM Peak Hour Volumes ................... 7-4 7-3 Buildout (Year 2020) Plus Project PM Peak Hour Volumes .................... 7-5 2598 ii 2598-rpt-0J 0401 el I , I • I } I .I I 1 I ._ I • I J I Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 LIST OF TABLES Number 3-1 Existing Street Segment Levels of Service 3-4 3-2 Existing Peak Hour Intersection Levels of Service . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-8 4-1 Project Trip Generation ................................................ 4-3 5-1 Existing Plus Project Street Segment Levels of Service ....................... 5-3 5-2 6-1 6-2 7-1 7-2 8-1 8-2 8-3 2598 Existing Plus Project Peak Hour Intersection Levels of Service . . . . . . . . . . . . . . . . . 5-6 Short-Term Future (Year 2005) Street Segment Levels of Service . . . . . . . . . . . . . . . 6-3 Short-Term Future (Year 2005) Intersection Levels of Service . . . . . . . . . . . . . . . . . 6-7 Buildout Plus Project Street Segments Levels of Service ...................... 7-3 Buildout Plus Project Intersection Levels of Service ......................... 7-6 Buildout (Year 2020) CMP Analysis Peak Hour Intersection Level of Service Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2 Existing Freeway Ramp Meter Operations With & Without Project Existing Freeway Ramp Meter Operations With & Without Project 111 8-4 8-6 2598-rpt-010401 I , I •• ) I I 1 I • . I J I I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 1.0 INTRODUCTION U rban Systems Associates, Inc. was retained by the J .A. Buza Corporation and West Development, to evaluate possible traffic impacts :from the development of an approximately five acre parcel with visitor travel services uses on the north side of Cannon Road directly west of Interstate 5. Figure 1-1 shows the project location. The project consists of a service station/market, a hotel, and two restaurants. In order to evaluate possible project traffic impacts, Existing, Existing Plus Project, Short-Term Future (Year 2005) and Buildout (Year 2020) conditions were evaluated. Year 2005 and Buildout traffic volumes are based on the San Diego Area of Governments (SANDAG), Carlsbad City/County Regional Transportation Model and Carlsbad's latest 1999 traffic monitoring figures. For the purposes of evaluation, the report is divided into the following sections: 1.0 Introduction 2.0 Methodology 3.0 Existing Conditions 4.0 The Project Trip Generation 5.0 Existing Plus Project Conditions 6.0 Short-Term Future (Year 2005) Conditions 7.0 Buildout (Year 2020) Conditions 8.0 Congestion Management Program 9.0 Conclusion and Recommendations 2598 1-1 2598-rpt-0l 0401 ti I , I ·, } I .I I 1 I ._ I • . I J I ti I , Cannon Court Final Report . CD-H 2598-Flgl-1.dwg 2598 FIGURE I-I Cannon Court Project Location Map 1-2 ©Urban Systems Associates, Inc. January 4, 2001 2598-rpt-010401 " I , I .. I • I , I 4 I 1-a I • I ) I -I I , Cannon Court Final Report 2.0 METHODOLOGY 2.1 CMP GUIDELINES ©Urban Systems Associates, Inc. January 4, 2001 The Congestion Management Program (CMP) guidelines were developed to provide a set of procedures for completing enhanced CEQA review for certain projects. The guidelines, prepared by the San Diego Association of Governments (SAND AG), stipulate that any development project generating 2,400 or more average daily trips, or 200 or more peak hour trips must be evaluated in accordance with requirements of the Regional CMP. This project will generate 4,793 average daily trips (ADT), 308 AM and 401 PM peak hour trips. Since both the ADT and peak hour thresholds are exceeded, a CMP analysis has been included. The CMP also requires that a traffic impact analysis address freeway links with one hundred fifty of more peak hour project trips (in either direction) or fifty or more peak hour trips (in either direction) on CMP or Regionally Significant Arterials (RSA) roadways. Segments ofl-5 north and south of Cannon Road are expected to have less than 150 project peak hour trips, so freeway segments are not required to be evaluated. However Cannon Road segments and intersections have been evaluated including I-5 ramp intersections. 2.2 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN GUIDELINES The City of Carlsbad Growth Management Program circulation standards allow level of service "D" for street segments and intersections during peak hours. This evaluation includes this standard of performance. 2598 2-1 2598-rpt-0l 0401 ti I , I ·, } I .I I 1 I ._ I • I J I -I I , Cannon Court Final Report 2.3 COMPUTER TRAVEL FORECASTS ©Urban Systems Associates, Inc. January 4, 2001 Computer travel forecasts used for the analysis ofY ear 2005 and buildout conditions were prepared by the City of Carlsbad and SANDAG. The latest SANDAG Cities/County Year 2020 Travel Forecast were evaluated and the most recent City updated peak hour data, i.e. the Carlsbad Model, was used for this evaluation. 2.4 INTERSECTION LEVEL OF SERVICE LOS PROCEDURES To determine an intersection peak hour Level of Service (LOS), as required by the City of Carlsbad Growth Management Plan Guidelines, the Intersection Capacity Utilization (ICU) method was used. Also, for Congestion Management Program evaluation purposes, intersection levels of service were calculated using the latest Highway Capacity Manual (HCM) computer software methodology (the 1997 update to the 1994 HCM). 2.5 INTERSECTION GEOMETRICS AND PROXIMITY In addition to the normally required evaluations discussed above, there is a special requirement to evaluate intersections in the vicinity of the proposed project access. This requirement is due to the close proximity of a railroad crossing and freeway ramps near the project access. 2598 2-2 2598-rpt-010401 ti I , I .. , I .I I 1 I ._ I • I J I .a I , Cannon Court Final Report 2.6 CABRILLO POWER 45-ACRE "BACK PARCEL" ©Urban Systems Associates, Inc. January 4, 2001 Another special evaluation is required for this project because access to a 45-acre "back parcel" owned by Cabrillo Power will be required via the project. This means that the project access roadway will need to be sized to accommodate possible future development of the back parcel. To accomplish this objective a separate technical evaluation of possible traffic generation was prepared and is summarized in this report . 2598 2-3 2598-rpt-010401 -I I , I • I , I .I I 1 I l I • I J I el I , Cannon Court Final Report 3.0 EXISTING CONDITIONS ©Urban Systems Associates, Inc. January 4, 2001 This section of the report evaluates existing average daily traffic (ADT) volumes on study area street segments (between intersections) and at intersections during AM and PM peak hours. Traffic volumes are based on the most recent 1999 City monitoring traffic counts and peak period manual traffic counts at intersections and Caltrans traffic count data. Also, since a new connection of Cannon Road and Faraday was recently opened, new traffic counts for Cannon Road was obtained and existing count data updated to include the new traffic . 3.1 STREET SEGMENTS Figure 3-1 shows existing average daily traffic volumes on street segments and on I-5 main lanes and ramps within the study area. These volumes were taken from recent traffic counts conduced for the City of Carlsbad 1999 Traffic Monitoring Program and recent traffic counts for project analysis including new counts for Cannon Road east of Lego Drive. Figure 3-2 shows existing lane configurations for street segments and intersections within the study area . Table 3-1 includes existing street segment levels of service based on the highest peak hour flow per land and a per lane capacity of 1800 VPHPL. As shown, all street segments currently operate acceptably. 2598 3-1 2598-rpt-0l 0401 • I , I .I I 1 I ._ I • I J I el I , Cannon Court Final Report 9,700 18,900 LEGEND 12,150 10,300 rt6a,ooo xx,xxx = Soan:e: Car1abad 1999 Traffic Monitorina Pmpam XX,XXX • Source: BANDAG 1999 Traf6c Volumes Report XX, XXX = New c:omdll 10/11/00 and 10/12/00 FIGURE3-1 Cannon Court ©Urban Systems Associates, Inc. 11, t 50 Cannon Rd. January 4, 2001 5,150\ Existing Average Daily Traffic Volumes . CD-J 25S8-Flg3-1C.dwg 2598 3-2 2598-rpt-0l 0401 el I , I •• , I .I I 1 I ._ I • I J I el I , Cannon Court Final Report 2-M LBGEND 4MA • 4-Lane Major .Arlaial 4SA = 4-Lane Seoooduy .Arlaial 3MA = 3-Lllllc Major Arterial 2MA • 2-Lane Major Arterial ~ = Bxisting Tnf6c Signal .... -Bxisting Stop Sip ©Urban Systems Associates, Inc. January 4, 2001 NU FIOURE3-2 Cannon Court Existing Lane Configurations & Street Classifications . CD-J 2598-Flg3-2A.dwg 2598 3-3 2598-rpt-010401 ti I , I • I ' I .I I 1 : I 1-. I • I J I el I , Cannon Court Final Report TABLE3-1 Existing ©Urban Systems Associates, Inc. January 4, 2001 Street Segment Level of Service Summary Location Classification ,, '; ,!iit;' ::::',.!<·iii\ ..,,. ,:,,,,, , .. ,, ·,;:,;\;;;J,i"'" Avenida Encinas Cannon Road -500 Ft. South 4SA Cannon Road Carlsbad Blvd -A venida Encinas 4MA Avenida Encinas -1-5 4MA 1-5 -Paseo Del Norte 4MA Paseo Del Norte -Lego Dr. 4MA Lego Drive Cannon Rd. -Annada Dr. 4SA Carlsbad Boulevard Tamarack Ave. -Cannon Rd. 2MA Cannon Rd. -Cerezo Dr. 2MA ,;:; ''ii';';-', • , : ·'" :::io:', ,,,,, ',ic,,•;,<,,,:c;+'':i',:':t•:c:: ,,, ;,,,,, •,;.:,:r,:,,y:;;:,; ,,:,;:;}'; ,;:,,,.,;,,.0', :c i,:, :;';<;; ·/ ·"·'"' • .. ,·;;;,s:,,M< :,;.,".\c!t,ii<, , • Leeend 4MA = 4-Lane Major Arterial 4SA = 4-Lane Secondary Arterial 2MA = 2-Lanes of a Future 4 MA VPHPL = Vehicles Per Hour Per Lane CPL = Capacity Per Lane ( 1800 VPH) LOS = Level of Service 2598 3-4 Average Peak Daily Peak VHPU Volume VPHPL CPL LOS '•''·"' ,,, 12,200 248 0.14 A 5,000 228 0.13 A 9,700 227 0.13 A 17,550 704 0.39 A 12,150 454 0.25 A 7,000 293 0.16 A 21,100 1,216 0.68 B 18,900 944 0.52 A ·,' . .' .. '-. :.·, ( ,,~:7 .. ,;: ;,, . "' 2598-Tab3-1 B. wpd/CD-J LOS ICU (In Percent) A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F 1.00 & Over 2598-rpt-010401 ti I , I t1 : I • I .I I 1 I -- 1 • I J I el I , Cannon Court Final Report 3.1 INTERSECTIONS ©Urban Systems Associates, Inc. January 4, 2001 Figures 3-3 and 3-4 show existing AM and PM peak hour traffic volumes at the study area intersections. Table 3-2 includes the results of the intersection level of service evaluation for existing conditions. The study area intersections are shown to be operating at acceptable levels of service ("D" or better LOS) for existing conditions . The existing traffic counts and levels of service on an isolated intersection analysis basis show acceptable levels of service. As traffic increases in the future, however, several traffic operations problems may occur. One common problem is inadequate queuing for left or right tum lanes. Freeway ramp meters may create long queues which need to be provided for. Signal timing and phasing may create queues because the traffic arrival distribution may vary during peak traffic flow conditions. The railroad track crossing may create queues of vehicles when trains cross Cannon Road. Also, traffic progression through the intersections can be impeded . All these potential traffic operational problems can be mitigated using common traffic operation solutions such as traffic signal interconnects, special striping and signing to keep intersections clear and special signal phasing when railroad preemption occurs. Appendix A includes existing conditions traffic counts and levels of service worksheets. 2598 3-5 2598-rpt-010401 4 I , I • I J I .I I 1 I -- 1 • I J I 4 I , Cannon Court Final Report . CO-J 2598-FlgJ-30.dwlJ 2598 218 ..__'\'l,1 ft .T4 IC) t'l ? ml FIGURB3-3 Cannon Court ©Urban Systems Associates, Inc. January 4, 2001 Existing AM Peak Hour Traffic Volumes 3-6 2598-rpt-0I 0401 ti I , I .. . • I .I I t I ._ I • I J I • I , Cannon Court Final Report CO-J 2598-Fig3--',.. d ...... wg 2598 ©Urban S t ys ems Associates, Inc. FIGURE3-4 Existing PM~ Court Hour Traffic V I oumes 3-7 January 4, 2001 2598-rpt-010401 4 I , I • I J I I 1 I l I • I J I -I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 TABLE3-2 Existing Peak Hour Intersection Level of Service Summary AM Peak Hour Intersection Cannon Road / Carlsbad Boulevard Cannon Road / Avenida Encinas3 Cannon Road/ I-5 SB Ramps Cannon Road/ 1-5 NB Ramps Cannon Road / Paseo Del Norte Cannon Road / Lego Drive Intersection Control 1cu1 Signal 0.39 Stop 9.8 Signal 0.43 Signal 0.48 Signal 0.57 Signal 0.40 LOS ICU (In Percent) A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F 1.00 & Over 1 ICU = Intersection Capacity Utilization 2 LOS = Level of Service LOS2 A A A A A A 3 HCS -HCS Calculations for stop signal control, delay in seconds. 2598 3-8 PM Peak.Hour ICU I LOS 0.73 C 11.3 B 0.37 A 0.56 A 0.61 B 0.30 A 2S98-Tab3-2C.wpd/CD-J 2598-rpt-010401 4 I , I • I J I .I I 11 I l !I 1. I J I -I I , -----------,--------------------, Cannon Court Final Report 4.0 THE PROJECT TRIP GENERATION ©Urban Systems Associates, Inc. January 4, 2001 The project on 5.13 acres will consist of a 7,770 square foot quality restaurant, a 4,800 square foot sit down high turnover restaurant, an 86 room resort hotel, and a gas station with sixteen fueling stations and mini mart. Project access will be by way of a private street at the north leg of the existing Cannon Road/ Avenida Encinas intersection. Figure 4-1 shows the proposed project site plan . Table 4-1 includes the driveway trip generation expected from the site. As shown, the project is expected to generate 4,793 average daily trips (ADT) with 308 trips occurring in the AM peak hour (split 159 inbound and 151 outbound) and 401 occurring in the PM peak hour (split 216 inbound and 187 outbound). 2598 4-1 2598-rpt-010401 4' I , I • I , I I 1 I l I • I J I I Cannon Court Final Report SOUR.CE Site plan provided by 1. Bma Corporation . CD-J 2598-Flg4--1C.dwg 2598 FIGURE4-1 Project Site Plan 4-2 ©Urban Systems Associates, Inc. January 4, 2001 2598-rpt-010401 ti I , I l } I .I I t I , I • I J I • I , Cannon Court Final Report Use . • Restaurant A (Sit down, high turnover) Restaurant B (Quality Sit down) Gas Station (With Mini-Mart) Resort Hotel Amount . 4,800 SF 7,770 SF 16 STA 86 RMS TABLE4-1 Pro.iect Trip Generation AM Peak Hour Trip Rate* ADT %* # In/Out* In .... • . 1&) /KSF 768 8 61 5 5 31 100 SF m 1 8 6 4 5 1&l /STA 2,S&l 8 205 5 5 102 8 /RM 688 8 34 6 4 21 Totals 4,793 308 189 * = SANDAG, July 1998, Traffic Generation Rates 2598 4-3 ©Urban Systems Associates, Inc. January 4, 2001 PM Peak Hour Out %* # In/Out* In Out i 31 8 61 6 4 37 25 3 8 62 7 3 44 18 102 9 230 5 5 115 115 14 7 48 4 6 19 29 181 401 218 187 r;D-J ;t:,ya T ab4-U.Wb3 2598-rpt-010401 4 I , I • I J I .I I 1 I ._ I • I J I ti I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 Figure 4-2 shows the project only average daily and peak hour traffic assigned to the adjacent street system based on the directional distribution percentages also shown in this figure. The directional distribution percentages are based on existing intersection traffic flow and engineering judgement. The proposed project is expected to serve visitor, local business and office uses because of the restaurants, hotel and service station. Generally, about forty percent of patrons were estimated to be on Interstate 5 to the north and south, thirty percent east on Cannon Road, fifteen percent south on A venida Encinas, and fifteen percent west on Cannon Road. The percentage distributions are based on the approximate number of opportunities and distance to the opportunities based on our experience and years of study in the Carlsbad area. A Select Zone traffic model run was not used for determining the distribution because the model typically does not realistically distribute traffic for the visitor commercial types of uses in this project. Also, the Traffic Analysis Zone for this area includes other uses and is rather large with a connection to Carlsbad Boulevard. A Select Zone model run would therefore not provide reliable results from a technical perspective . The volumes shown in these figures are used in the following sections of this report for the identification of possible project only traffic impacts . 2598 4-4 2598-rpt-010401 4 I , I • I ' I .I I 1 I -- 1 • I J I Cannon Court Final Report ~ ~~ ,e.~ c:,'2--u>~ \ u' 0 ~ 0 70% 15% '2,Ar 15% ~ LEGEND 240 5% XX% • DimatiGUal distribution without Cannon.Road comph,tion X,XXX = Pmject only Avmap Daily Tmtlic (ADT) XX/XX == Pmject Only AM/ PM Peak Hour TmBc PIGURE4-2 Cannon Court Project Only Distribution ©Urban Systems Associates, Inc. 240 5% Nola: January 4, 2001 958 20% 479 {10%) Numbanl in parantheela repraaent dlrecllonal dl8trlbutlon wllh Cannon Road & Faraday Avenue Completed. of AM I PM Peak Hour & Average Daily Traffic . CO-J 25SB-Flg4-2C.dwg 2598 4-5 2598-rpt-0J 0401 -I I , I •• . • I .I I 1 I ._ I • I J I • I , Cannon Court Final Report 5.0 EXISTING PLUS PROJECT CONDITIONS ©Urban Systems Associates, Inc. January 4, 2001 This section of the report evaluates traffic conditions with project only AM/PM peak hour and average daily traffic added to existing conditions . 5.1 STREET SEGMENTS Figure 5-1 shows existing average daily traffic volumes with project only traffic added. Table 5-1 includes the street segment level of service tabulation, which shows that with project traffic added to existing daily traffic, all segments evaluated comply with the City's Growth Management Program level of service criteria of at least level of service "D" in the AM and PM peak hours. Therefore, no direct significant project impacts to street segments are expected . 5.2 INTERSECTIONS Figures 5-2 and 5-3 show existing AM and PM peak hour traffic at the study area intersections with project traffic added. Table 5-2 shows existing plus project intersection peak hour levels of service compared to existing conditions. The Cannon Road/ A venida Encinas intersection is recommended for 2598 5-1 2598-rpt-010401 I , I • I , I .I I I ' I • I J I I , Cannon Court Final Report 21,100 + 479 21,579 9,700 + 3,355--~ 13,055 18,90 + 240 19,140 17,550 + 1,438 988 12,160 + 1,198 13,348 10,300 + 240 10,540 FIGURES-I Cannon Court ©Urban Systems Associates, Inc. 11,160 + 968 12,108 Can.non Rd. 1,000 'i + 240 0 1,240 \ ~ ..,4 ~ January 4, 2001 5,160 + 479 6,829 Existing+ Project Average Daily Traffic Volumes . CD-J 2591!-Flg5-1C.dwg 2598 5-2 2598-rpt-0l 0401 4 I , I • I } I .I I • I ._ I • I J I ti I , Cannon Court Final Report TABLES-I Existing+ Project ©Urban Systems Associates, Inc. January 4, 2001 Street Segment Level of Service Summary Location Avenida Encinas Cannon Road -500 Ft. South Cannon Road Carlsbad Blvd -Avenida Encinas Avenida Encinas -I-5 I-5 -Paseo Del Norte Paseo Del Norte -Lego Dr. Lego Drive Cannon Rd. -Armada Dr. Carlsbad Boulevard Tamarack Ave. -Cannon Rd. Cannon Rd. -Cerezo Dr. Legend 4MA = 4-Lane Major Arterial 4SA = 4-Lane Secondary Arterial 2MA = 2-Lanes of a Future 4 MA VPHPL = Vehicles Per Hour Per Lane CPL= Capacity Per Lane (1800 VPH) LOS = Level of Service 2598 Average Daily Classification Volume 4SA 4MA 4MA 4MA 4MA 4SA 2MA 2MA 5-3 12,919 5,719 13,055 18,988 13,348 7,479 21,579 19,140 Peak VPHPL 264 243 301 726 471 300 1236 955 LOS A B C D E F Peak VHPU CPL LOS 0.15 0.14 0.17 0.40 0.26 0.17 0.69 0.53 A A A A A A B A 2598-Tab5-1D. wpd/CD-J ICU (1n Percent) 0.00--0.60 0.61--0.70 0.71--0.80 0.81--0.90 0.91-1.00 1.00 & Over 2598-rpt-010401 ti I , I • I , I .I I 1 I ._ I • I J I 4 I , Cannon Court Final Report FIOURES-2 Cannon Court ©Urban Systems Associates, Inc. January 4, 2001 ~ NO 8CAU! I· Existing + Project AM Peak Hour Traffic Volumes . CO-J 2598-F1g5-2C,dwq 2598 5-4 2598-rpt-010401 ti I , I •• } I .I I 1 I ._ I • I J I ti I ,. Cannon Court Final Report 874 ,.__.,, ('(' s'll~ re; fP FIGURES-3 C8Dllon Court ©Urban Systems Associates, Inc. January 4, 2001 Existing+ Project PM Peak Hour Traffic Volumes . CD-J 25911-Flg5-JC.dWQ 2598 5-5 2598-rpt-010401 I • I }. I I 1 I l I • I J I • I , Cannon Court Final Report TABLE5-2 Existing + Project ©Urban Systems Associates, Inc. January 4, 2001 Peak Hour Intersection Level of Service Summary AM Peak Hour Intersection Cannon Road / Carlsbad Boulevard Cannon Road / Avenida Encinas Cannon Road / I-5 SB Ramps Cannon Road / I-5 NB Ramps Cannon Road/ Paseo Del Norte Cannon Road / Lego Drive Intersection Control Signal Signal Signal Signal Signal Signal Icu1 0.40 0.42 0.45 0.49 0.58 0.41 LOS ICU (In Percent) A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F 1.00 & Over 1 ICU = Intersection Capacity Utilization 2 LOS = Level of Service 2598 5-6 L0S2 A A A A A A PM Peak Hour ICU LOS 0.74 C 0.47 A 0.40 A 0.58 A 0.62 B 0.30 A 2598-Tab5-2C.wpd/CJJ..J 2598-rpt-0l 0401 • I , I ·, J I .I I 1 I -- 1 • I J I el I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 signalization with project traffic added for this evaluation since traffic signal warrants will be satisfied (see Appendix B for the warrant worksheet). As shown in this table, the study area intersections are expected to be at least at level of service "D" during the peak hours, as required by the City's Growth Management Program, so no significant project impact is identified, except for the need to install a traffic signal at the Cannon Road/ A venida Encinas intersection . As previously discussed in Section 2.6 of this report, a special evaluation was prepared for the SG&E back parcel. For the complete evaluation see Technical Memorandum from Urban Systems Associates, Inc. to the City of Carlsbad dated August 30, 2000. Following is a summary of the results of that analysis. Two alternative land use assumptions for the 45 acre back parcel were developed jointly with City staff. Alternative 1 assumed 15 acres ofHigh Technology power plant plus 30 acres of Corporate Headquarters. This alternative results in a traffic generation of 3,450 daily trips. Alternative 2 assumed 15 acres of High Technology power plant., 17 .5 acres of Corporate Headquarters and 12.5 acres of Visitor Commercial. This alternative resulted in a traffic generation of 7,200 daily trips. Traffic generation from the back parcel when added to project traffic of 4,793 daily trips results in the need for a two lane collector street if Alternative 1 were built and a four lane collector street if Alternative 2 were built. The project proposes two lane improvements with widening to four 2598 5-7 2598-rpt-0l 0401 ti I , I ·, , I .I I 1 I ._ I • I J I 4 I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 lanes at thesignalized intersection with Cannon Road. The project also reserves right of way for full four lane collector (84 feet) in the event that the back parcel is developed to higher intensity uses such as assumed for Alternative 2 described above. Appendix A includes peak hour intersection LOS worksheets for existing plus project traffic. Appendix B also includes the proposed lane configuration at the intersection and for the private project access street. Also, a traffic signal design concept may be found in the Appendix. As noted on the signal design concept sheet, a traffic signal interconnect between the new signal and the CAL TRANS ramp signal is also proposed. 2598 5-8 2598-rpt-010401 ti I , I ·, , I .I I 1 I -- 1 • I IJ I 4 I , Cannon Court Final Report 6.0 SHORT-TERM FUTURE (YEAR 2005) CONDITIONS ©Urban Systems Associates, Inc. January 4, 2001 This section of the report evaluates roadway and intersection conditions assuming at least five years growth in traffic volumes including project traffic. For this evaluation, the Year 2005 traffic volumes from the Carlsbad model were refined based on other recent traffic studies. In some cases the Year 2005 traffic model peak hour turns are lower than existing plus project. This is because the model is based on cumulative traffic and in some cases centroid distortions due to large traffic analysis zones yield results that are different than manual analysis process of adding project traffic to existing. 6.1 STREET SEGMENTS Figure 6-1 shows Year 2005 average daily traffic volumes with project traffic included. Cannon Road is assumed to be completed from Lego Drive to El Camino Real, a "worst case" condition for analysis. Table 6-1 shows street segment levels of service predicted for Year 2005. As shown, all segments evaluated comply with the Growth Management Program level of service standard of a least LOS "D" during peak hours, so no significant project traffic impacts are expected in the short-term future scenano. 2598 6-1 2598-rpt-010401 I , I • I J I .I I 1 I i I -I J I -I I Cannon Court Final Report Proiect 20,000 SOUllCE 28,000 16,000 21,000 11,000 Year 2005 City/Comity-Cadlbad Traft1 Forecut and adj1IIDIU:lldl baed on aisaing CODD1L FIGURE6-1 Cannon Court ©Urban Systems Associates, Inc. 18,000 Can.no.n Rd. January 4, 200 I 11,000 ~ NO 8CALI! ,. Year 2005 Average Daily Traffic Volumes . CO-J 2598-Flg8-1C.dwg 2598 6-2 2598-rpt-010401 I , I •• , I .I I 1 I • I J I 4 I , Cannon Court Final Report TABLE6-l Year 2005 ©Urban Systems Associates, Inc. January 4, 2001 Street Segment Level of Service Summary Location Avenida Encinas Cannon Road -500 Ft. South Cannon Road Carlsbad Blvd -Avenida Encinas Avenida Encinas -I-5 I-5 -Paseo Del Norte Paseo Del Norte -Lego Dr. Lego Drive Cannon Rd. -Armada Dr. Carlsbad Boulevard Tamarack Ave. -Cannon Rd. Cannon Rd. -Cerezo Dr. Leaend 4MA = 4-Lane Major Arterial 4SA = 4-Lane Secondary Arterial 2MA = 2-Lanes of a Future 4 MA VPHPL = Vehicles Per Hour Per Lane CPL= Capacity Per Lane (1800 VPH) LOS = Level of Service 2598 Average Daily Classification Volume 4SA 4MA 4MA 4MA 4MA 4SA 2MA 2MA 6-3 14,000 8,000 15,000 26,000 18,000 9,000 22,000 20,000 Peak VPHPL 295 258 385 1,052 775 475 1,275 1,010 LOS A B C D E F Peak VHPLJ CPL LOS 0.16 0.14 0.21 0.58 0.43 0.26 0.71 0.56 A A A A A A C A 2598-TabtJ..1D.wpd/CD-J ICU (In Percent) 0.00-0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91-1.00 1.00 &Over 2598-rpt-010401 -I I , I • I J I .I I 1 I ., I • I J I -I I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 6.2 INTERSECTIONS Figures 6-2 and 6-3 show Year 2005 AM and PM peak hour traffic volumes with project traffic included. Table 6-2 shows intersection peak hour levels of service with and without project traffic. As shown, all intersections evaluated are expected to operate within the Growth Management Program Criteria of LOS "D" during peak hours with project traffic added, so no significant project traffic impacts are expected. As discussed in Section 2.5 of this report, the railroad and close proximity of intersections and the I-5 Cannon Road freeway ramps create the need for special traffic operations measures as traffic growth occurs in the area. By the Year 2005, with build out of the proposed project and other projects in the area, specific traffic operations measures which should be considered for implementation are: 2598 1. Interconnect of the new project access traffic signal at Avenida Encinas and the freeway ramp. 2. Railroad preemption for the A venida Encinas traffic signal -this should be provided with the installation of the traffic signal. 6-4 2598-rpt-010401 ~ I 1 I • I J I 4' I ~ I i I - I .I I -I I C~nnon Court . Final Report ©UrbanS ystems Assa • czates, Inc. January 4, 2001 FIGURB6-l Year 2005 + Pro. Cannon Court ~ectAMPeak co-J 259B-Flg6-2B Hour T1-.= , 7 . ..., . • .... ue volumes 2598 6-5 2598-rpt-0l 0401 -I I , I • I , I .I I 1 I ~ I • I J I 4 I , C~nnon Court Final Report FIGURB6-3 ©Urban S s '.)I ems Associates, Inc. January 4, 2001 ~ NO SCALE I· Year 2005 + n-. Cannon Court c10JectPMP ak: _..., nuue volumes _ .... , 259&-.,,.._,. e HourT~.a: ,r 2598 6-6 2598-rpt-0l 0401 .a -tla -'-.. ·-.., ... -a. -._ -· -., -ti. 0\ I ---.J TABLE6-2 Year 2005 Peak Hour Intersection Level of Service Summary lntenection Cannon Road / Carlsbad Boulevard Cannon Road / Avenida Encinas Cannon Road / I-5 SB Ramps Cannon Road/ I-5 NB Ramps Cannon Road / Paseo Del Norte Cannon Road / Car Country Drive Car Country Drive / Lego Drive Intenection Control Signal Signal Signal Signal Signal Signal Signal LOS 1 ICU = Intersection Capacity Utilization 2 LOS = Level of Service A B C D E F Without Project AM Peak PM Peak 1cu1 LOS2 ICU LOS 0.52 A 0.76 C 0.52 A 0.49 A 0.66 B 0.56 A 0.62 B 0.80 C 0.77 C 0.76 C 0.52 A 0.49 A 0.46 A 0.53 A ICU (In Percent) 0.00-0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91-1.00 1.00 & Over With Project AM Peak PM Peak ICU LOS ICU LOS 0.53 A 0.77 C 0.55 A 0.50 A 0.68 B 0.59 A 0.65 B 0.81 D 0.78 C 0.78 C 0.53 A 0.51 A 0.47 A 0.55 A 2598-Tab6-2B. wpd/CD-J 4 I , I •• ' I .I I • I ._ I • I J I 4 I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 3. Signing and striping with "KEEP CLEAR" pavement legends to assure intersections are not blocked during railroad preemption -this should be provided with the installation of the A venida Encinas traffic signal. 4. Special preemption phasing for the A venida Encinas traffic signal to permit south to east, west to south and north to east movements during preemption. To be incorporated into the traffic signal design . 5. Dual west to southbound left turns on Cannon Road at Avenida Encinas, subject to City and Caltrans approval. Appendix A includes intersection peak hour LOS worksheets for Year 2005 conditions. Appendix B includes conceptual striping and traffic signal layouts which incorporate many of the concepts discussed above. 2598 6-8 2598-rpt-0I 0401 -I I , I •• J I .I I • I .. I • I J I 4 I , Cannon Court Final Report 7.0 BUILDOUT (YEAR 2020} CONDITIONS ©Urban Systems Associates, Inc. January 4, 2001 The SANDAG/Carlsbad Cities-County 2020 Transportation Forecast (8-27-99) was used to determine Year 2020 (buildout assumed in the City of Carlsbad) traffic volumes. The buildout model peak traffic volumes were refined to account for some volumes which were lower than existing or existing plus project and 2005 volumes. 7.1 STREET SEGMENTS Figure 7-1 shows Year 2020 average daily traffic volumes for study area street segments. Table 7-1 shows street segment levels of service for Year 2020. As shown, all segments evaluated are expected to meet the Growth Management Program criteria of at least level of service "D" during peak hours, so no significant project traffic impacts are expected in Year 2020. Figures 7-2 and 7-3 show the AM and PM peak hour volumes, at study area intersections, expected in Year 2020 and at buildout of the City of Carlsbad. As shown in Table 7-2, all evaluated intersections are expected to operate at least at level of service "D" during peak hours as required by the City's Growth Management Program, except at the I-5 northbound ramps. In the PM peak hour at buildout, the westbound moves onto the northbound ramp require dual lanes. Note that no project trips are expected for this move. With or without this improvement, no significant project traffic impacts are expected at any intersection. Appendix C includes intersection peak hour LOS worksheets for Year 2020 conditions. 2598 7-1 2598-rpt-010401 ti I , ra I !•· I ) I ti I • I ._ I • I J I .a I , Cannon Court Final Report Praiect 22,000 SOURCE 18,000 \ 30,000 245,000 28,000 14,000 Year 2020 City/Coamy-Cadlbad TraUlportation Forecaat and adj1llfed bueclon Ycm:2005 modal b,,eat FIOURE7-l Cannon Court ©Urban Systems Associates, Inc. 27,000 28,000 ---,......_-E.._a. on Rd. January 4, 2001 Buildout (Year 2020) Average Daily Traffic Volumes . CO-J 259&-Flg7-1A.dwg 2598 7-2 2598-rpt-010401 .a I , I •• ) I .I I 1 , I ._ I • I J I 4 I , Cannon Court Final Report TABLE 7-1 Buildout (Year 2020) ©Urban Systems Associates, Inc. January 4, 2001 Street Segment Level of Service Summary Location Classification ,.+•·;,•,::· ,,, ....... ... "''''•"':' •-· Avenida Encinas Cannon Road -500 Ft. South 4SA Cannon Road Carlsbad Blvd -Avenida Encinas 4MA1 Avenida Encinas -1-5 4MA 1-5 -Paseo Del Norte 4MA Paseo Del Norte -Lego Dr. 4MA Lego Drive Cannon Rd. -Armada Dr. 4SA Carlsbad Boulevard Tamarack Ave. -Cannon Rd. 4MA Cannon Rd. -Cerezo Dr. 4MA ;,-:;-. ,:, •: i ""' •;; · '..,/')'_' .-::-•:-;,,:,, :: "·,;.-... ;-,./'·,"',' ..... ,, ,:,-.. :,:, ... ,c: ::·2:-:):;iJ•·,., +;;_;;,:·-2--:,:-•,,o,.•,)•···.·,,·i•:··s;·-•.;;_,._,., Lezend 4MA = 4-Lane Major Arterial 4SA = 4-Lane Secondary Arterial VPHPL = Vehicles Per Hour Per Lane CPL= Capacity Per Lane (1800 VPH) LOS = Level of Service Average Daily Volume <,> .,,.,::::~/-.'J:i'-f:' 15,000 8,000 18,000 30,000 28,000 16,000 20,000 22,000 .~--f;•,>-,~.:, );;,:u:a·:,, c01,:_;::,:0\:J 1 EB Only one lane (Carlsbad Boulevard -El Arbol Drive) 2598 7-3 Peak Peak VHPU VPHPL CPL LOS ''-"" .... ,,,,; ' 295 0.16 A 275 0.15 A 460 0.26 A 1185 0.66 B 905 0.50 A 965 0.53 A 725 0.40 A 640 0.35 A ·,;_,,-,~--,·--= :·--,.,,+:•·•,,,::,1-,· 2598-Tab7-1A.wpd/CD-J LOS ICU {In Percent) A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F 1.00 &Over 2598-rpt-010401 -I I , I • I J I ti I 1 I ._ I • I J I 4 I , Cannon Court Final Report SOURCE Year 2020 Carllbad Vodel PlDI Pmjeat Impact Studicl in tbe Vicinity PIGURE7-2 Cannon Court ©Urban Systems Associates, Inc. January 4, 2001 :=a50 F-875 Buildout (Year 2020) AM Peak Hour Traffic Volumes . CO-J 2698--Flg7-2C.dwg 2598 7-4 2598-rpt-010401 " I , I • I , I ti I 1 I l I • I J I 4 I ,. Cannon Court Final Report SOURCB Year 2020 Carllbad.Modcl Plua Ptoject Impact Studtea m the Vicinity FIGURE7-3 Cannon Court ©Urban Systems Associates, Inc. January 4, 200 I =::a4& F370 * NO 8CALE I· Buildout (Year 2020) PM Peak Hour Traffic Volumes . CD-J 2598-Flg7-JB.dwg 2598 7-5 2598-rpt-010401 -.J I °' --._ - • -... -__._ -.___ ._ • __. ..,JL_ --------TABLE7-2 Buildout (Year 2020) Peak Hour Intersection Level of Service Summary Without Project AM Peak PM Peak Intersection Intersection . Control Cannon Road / Carlsbad Boulevard3 Signal Cannon Road / Avenida Encinas Signal • Cannon Road / I-5 SB Ramps Signal Cannon Road / I-5 NB Ramps4 Signal Cannon Road/ Paseo Del Norte Signal Cannon Road / Car Country Drive Signal Car Country Drive / Lego Drive Signal 1 ICU = Intersection Capacity Utilization 2 LOS = Level of Service LOS A B C D E F Icu1 0.56 0.64 0.74 0.73 0.71 0.48 0.68 3 Carlsbad Boulevard widened to 4-lanes by city C.I.P. 4 Dual right turn lanes WB to NB assumed. LOS2 ICU LOS A 0.60 A B 0.56 A C 0.75 C C 0.73 C C 0.86 D A 0.52 A B 0.79 C ICU (In Percent) 0.00-0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91-1.00 1.00 &Over With Project AM Peak PM Peak ICU LOS ICU LOS • "'' -'-"-er::-...,,:~:,,.;;_<;-. .-, cc·,: _-.-fr:,:-;,. ;,, . .,.,,~.,,_,-:t,=:?t.,F:;..:,:: ._,,,,,,.·:e.•,,},\'.;W 0.58 A 0.61 B 0.69 B 0.63 B 0.78 C 0.77 C 0.75 C 0.74 C 0.72 C 0.88 D 0.49 A 0.53 A 0.68 B 0.81 D 2598-Tab7-2B.wpd/CD-J -I I , I •• , I .I I t I .. I • I J I el I , Cannon Court Final Report 8.0 CONGESTION MANAGEMENT PROGRAM (CMP) ©Urban Systems Associates, Inc. January 4, 2001 As required by State of California Law (Proposition 111, June 1990 , Congestion Management Program), an analysis of the Regionally Significant Arterials (RSA) in the study area are required. Cannon Road is listed as an RSA through the study area, and has been evaluated in previous sections of this report. The ramp intersections with Cannon Road/ 1-5 have also been evaluated. Both street segments and intersections are expected to operate at least at LOS "D", and therefore comply with CMP regional guidelines for Year 2020 . 8.1 FREEWAY SEGMENTS EVALUATION The project traffic contribution to Interstate 5 main lanes is less than the 150 peak hour trips established in the CMP Guidelines, so that a freeway main lane analysis is not needed for this project. 8.2 INTERSECTIONS Study area intersection were evaluated using the 1997 update to the 1994 Highway Capacity Manual software shown in the Table 8-1, and all intersections comply with CMP requirements using this methodology. Appendix C includes these LOS worksheets. 2598 8-1 2598-rpt-010401 -I I , I •• J I 4' I 1 I I._ I • I J I el I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 TABLE 8-1 Buildout (Year 2020) CMP Analysis Peak Hour Intersection Level of Service Summary Intersection Intersection Control AM Peak Hour Delay L0S1 Cannon Road / Carlsbad Boulevard Signal 8.0 A Cannon Road / Avenida Encinas Signal 30.8 C Cannon Road/ 1-5 SB Ramps Signal 46.9 D Cannon Road / 1-5 NB Ramps Signal 36.0 D Cannon Road/ Paseo Del Norte Signal 24.0 C Cannon Road/ Lego Drive Signal 17.9 B Total Control LOS Delay (Seconds) A 0 -10.0 B 10.1 -20.0 C 20.1 -35.0 D 35.1 -55.0 E 55.1 -80.0 F Over 80.0 Source: 1991 Update of 1994 Highway Capacity Manual 1 LOS = Level of Service 2598 8-2 PM Peak Hour Delay LOS 10.3 B 31.9 C 43.6 D 44.6 D 51.5 D 38.5 D 2598-TabB-1B.wpd/CD-J 2598-rpt-010401 el I , I •• ) I .I I 1 I ._ I • I J I 4 I , Cannon Court Final Report 8.3 RAMP METER EVALUATION ©Urban Systems Associates, Inc. January 4, 2001 The ramp metering procedure used by Caltrans is based on a case-by-case approach as ramp meter systems are implemented in the various freeway corridors. When the full I-5 corridor freeway operations and management system is implemented, flow rates at individual meters will be adjusted on a "real time" basis (i.e., the system is a dynamic always changing system with data feedback to the traffic management center where computer software interprets the real time field data and the entire system is adjusted to maximize through put of the overall freeway system). The metering flow rates provided by Cal trans for EIR impact analysis purposes are based on vehicle detectors at the ramp meters which generate the data which is shown in Table 8-2. The table shows actual flow rates by lane in addition to other data. Minimum meter flow rates typically used by Caltrans are 200 vehicles per lane per hour. Maximum metered flow rates are 1000 vehicles per lane per hour. For the Cannon Road interchange, field observations were conducted during both the AM and PM peaks. No significant queues were observed except at the northbound on-ramp during the PM peak . The queues however were due to northbound main lane constraints which backed up traffic at the ramp meter. The actual data provided in Table 8-2 confirms that both the traffic estimates and observed queuing are generally accurate. For example, for the southbound on ramp during the AM peak no queues were observed. The lane counters for the time period from 8:30 AM to 9:30 AM show for Lane Group 1, (the HOV lane) only 3 vehicles during the hour and no queuing, i.e. 0 vehicles per cycle. The same is true for lane groups 2 and 3. Therefore no queue would develop. 2598 cjd 8-3 2598-rpt-120400 el I , I • I J I .I I 1 I -- 1 • I J I -I I Cannon Court Final Report ©Urban Systems Associates, Inc. TABLE8-2 Ramp Meter Operations -Peak Hours 10 / 23 / 00 1. Southbound On AM Peak: Hour !Cannon Rd -~SB s Tuesday , 10-24-2000 Group 11· ~on 11 Bufr 213 l Veh"" 3 Cyc= 0 Veh/Cyc• .0000 Vio= 2 Veh-= 52 eye= 0 Veh/qyc= .000.0 Vio• 3 • Veh= . 21 Cyc.= 0 Veh/Cyc= .0000 Vio• T~me: 830 tci 930 134 Records, 134 Xrnits. 134 Recvs, Bufr #•** 1. Northbound On AM Peak Hour Not Metered 3. Southbound On PM Peak Hour !Cannon Rd -~ss s Monday, 10-23-2000 Group 11 C!-Qll .ll B1Jf.r • -213 • • l Veh• 28 Cyc= 2'4.. V.eh./Cyc• 1.1667 Vio=- .2 Veh-= 234 .cy.o-;i.a.a. ¥-eh/-cye. 1. • ?il63 tiO• 3 Veh= l6S Cyc= 97 Veh/Cyc• i.6804 Vio- Tim.e : l. 70:0 tb .J..&.tlO 13·4 Rec:ci~ ..l.34 .xm.i.ts.,. · ll-4 --lleG'VS. -Bu,.fcr ♦-•• 4. Northbound On PM Peak Hour !Cannon Rd ->NB 5 Mond~y, 10-23-200-0 Group 14 Con 1 Bu.fr 21.2 0 0 0 S6 So l. Veh= 173 2 Veh= 572 3 Veh• 545 Time: 1700 to Cyc= 116 Veh/Cyc• l..4914 Cyc• 298 Veh/Cyc= 1.9195 eye= 296 Veh/cyc= l.1841.2 Vio= .10 Vio• ll. Vie= 9 1800 134 Records, 134 ·x1nits, ''l:3'4 ilecvs, ·»ufr ·"t••• SOURCE Caltnmt 'lDmpmtldcmMgapmeot C... CO-J 2598-TABS-2.dwg 2598 8-4 January 4, 2001 I I : : Vio/Cyc~ Vio/~,,i. Vio/Cy~ ' l .. :f • .. oo·oo .... 0.0.11·0 .0000 . 0000· .0611 .020fi ViQ/Cyc~ .•. 0862 Vio/Cyc-.0369 Vio/c;.yc= . 0304 2598-rpt-010401 el I , I • I ) I .I I 1 I ._ I • I J I al I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 For the southbound on between 5:00 PM and 6:00 PM, the number of vehicles per cycle is always less than 2, i.e. 1.166, 1.786 and 1.680, therefore at no time during the hour was the capacity of two vehicles per cycle exceeded. Therefore back ups did not typically occur. This means that all vehicles were accommodated without extensive queuing. Obviously there could be individual cycles or several cycles where cars waited however the data shows most vehicles were accommodated on demand and queues would not typically develop. For the northbound on during the same PM peak period lane groups 2, i.e. the middle lane, approaches its capacity of two vehicles per cycle. Also, violations were observed almost 4 percent of the time. This means that some back-up was occurring. This ramp was also observed to back up at times however the cause seemed to be the main lane freeway operations not the ramp meter. Table 8-3 provides an estimate of the effect of adding project traffic at the ramp meters. Both existing and future buildout volumes and estimates of queuing with and without the project are shown. Since future meter flow rates are not available from Caltrans, flow rates up to the maximum flow , i.e. 1,000 vehicles per lane per hour, rates allowed by Caltrans were used. As shown in the table, due to the relatively low number of peak hour project trips being added to the ramps, only minor project ramp meter impacts are expected. This is because volumes on none of the ramps are near the maximum allowed flow rates of 1,000 vehicles per hour per lane. The ramps are three lanes wide and therefore have a maximum capacity of3,000 vehicles per hour. The highest demand with project traffic is only 1,951 peak hour vehicles which is only 65 percent of capacity. 2598 cjd 8-5 2598-rpt-120400 I , I •• ) I ti I 1 I • I J I I I I Cannon Court Final Report TABLES-3 ©Urban Systems Associates, Inc. January 4, 2001 Existing Freeway Ramp Meter Operations With And Without Project Without Project With Project Change Excess Project Excess In Demand Flow* Demand Delay Queue Demand Total Flow Demand Delay Queue Queue Location Peak D F E (MIN) Q(FT) D Demand F E (MIN) Q(FT) (FT) (r., Xi-<" :,,:;rf ~-)1.,tf/:1_/.·'.~;,.,,~jA,f, ·-·· 1-5 AM (NB Ramp) 320 NM 0 0.00 0 38 358 NM 0 0.00 0 0 At Cannon PM (NB Ramp) 960 1,290 0 0.00 0 46 1,006 1,290 0 0.00 0 0 Road AM (SB Ramp) 70 75 0 0.00 0 23 93 100 0 0.00 0 0 PM (SB Ramp) 345 425 0 0.00 0 28 373 425 0 0.00 0 0 L·'. ·,:.,. • .. ·\ •J,. ,·,,.c.•,:.<::·/.·::.·-·r,.', ·i, NM = Not Metered * = Caltrans Traffic Operations Center, 10/24/00 Buidout Freeway Ramp Meter Operations With And Without Project Without Project With Project Change Ramp Ramp Excess Project Excess In Demand Flow Demand Delay Queue Demand Total Flow Denmnd Delay Queue Queue Location Peak D F E (MIN) Q(FT) D Demand F E (MIN) Q(FT) (FT) ,,;,~'q:S:-2.-:'·, •,:. . . •. . ... ,,,· . 'C/xJ . .-:.-•~ ;! ·_'td1,;;··:•· __ '• l: '': ~:: !'¾·:&:l~i►\1'-!i :,:•·;'J,;::,+:c-e:_\!~"';,,\tl1 \':' ~-,{' '. ~'l:ff.'>,~~•{t} 1-5 AM(NB Ramp) 1,055 1,200 0 0.00 0 38 1,093 1,200 0 0.00 0 0 At Cannon PM (NB Ramp) 1,905 2,500 0 0.00 0 46 1,951 2,500 0 0.00 0 0 Road AM (SB Ramp) 820 1,000 0 0.00 0 23 843 1,000 0 0.00 0 0 PM (SB Ramp) 970 1,200 0 0.00 0 28 998 1,200 0 0.00 0 0 .. , .. . '·•··' ,; •. • ·'•-C• :··.· ,. :· .. .. .· '• .. ·,·• .. • ·I:'-, •.';·,, .; .,. '. ·"·-~-,' -, ,· ,.,.··.•·•· , .... ,. :::, •'. :·; ,:,, '·, ••·.· ', .. •. :, ,' >.·· ·_>·:--., :, .!?,'J:l:F),'~,;i_i}~l',,~~(, CD-J 2598-TABB-2A.wb3 2598 cjd 8-6 2598-rpt-120400 el I , I •• ) I .I I 1 I ._ I • I J I el I , ------------------,---------------- Cannon Court Final Report 9.0 CONCLUSION AND RECOMMENDATIONS 9.1 EXISTING CONDITIONS ©Urban Systems Associates, Inc. January 4, 2001 Both street segments and intersections within the study area (Cannon Road between Carlsbad Boulevard and Lego Drive) currently operate acceptably within the Carlsbad Growth Management Program circulation performance standard of at least level of service "D" during peak hours . 9.2 EXISTING PLUS PROJECT CONDITIONS With project traffic added to existing traffic, street segments and intersections both would continue to operate acceptably and within Growth Management Program circulation performance standards. However, a traffic signal installation is recommended at the Cannon Road/ Avenida Encinas/ Project Access Driveway location to avoid long delays for project traffic exiting the driveway. 9.3 SHORT-TERM (YEAR 2005) CONDITIONS An evaluation of short-term future (Year 2005) conditions indicates that study area street segments and intersections would continue to operate acceptably and within the Growth Management Program circulation performance standards, so no mitigation would be needed or is recommended for the short term future. 2598 9-1 2598-rpt-010401 • • • • , I • ' I I I I I I I I -I I Cannon Court Final Report 9.4 BUILDOUT (YEAR 2020) CONDITIONS -~---------------, ©Urban Systems Associates, Inc. January 4, 2001 The recently completed Cannon Road/ I-5 interchange improvements of widened Cannon Road, widened ramps and ramp signalization were designed to accommodate a twenty year projection of future traffic. As constructed, the ramp intersections are expected to accommodate Year 2020 peak hour volumes at acceptable levels of service and within the Growth Management Program circulation performance standards. The City of Carlsbad General Plan Circulation Element classifies Carlsbad Boulevard as a major arterial (four-lanes). The current two lane roadway north and south of Cannon Road would need to be widened to four lanes to acceptably accommodate Year 2020 volume projections. 9.5 CONGESTION MANAGEMENT PROGRAM Cannon Road and Interstate 5 are portions of the Regionally Significant Arterial or Freeway Systems. A Congestion Management Program evaluation was conducted for the study area street segments and intersections. Intersections and street segments along Cannon Road in the study are expected to comply with CMP level of service requirements. The project's addition of traffic to the freeway systems is expected to be less than 150 peak hour trips so that a freeway main lane evaluation is not required, according to Regional CMP Guidelines. Ramp meter queues during peak hours are not expected to be lengthened in either the near term or at buildout because the ramps are operating significantly below maximum flow rates and project trips are very low as compared to total trips. 2598 9-2 2598-rpt-010401 t I , I • I ' I . .I I 1 I • I ~ I I , Cannon Court Final Report ©Urban Systems Associates, Inc. 10.0 REFERENCES San Diego Region Traffic Engineer's Council (SANTEC) and Institute of Transportation Engineers (ITE), California Border Section, Guidelines for Congestion Management Program (CMP) Traffic Impact Report, San Diego, CA (1993) Transportation Research Board, 1994 Highway Capacity Manual Special Report, Washington, DC (1994) 2598 10-1 January 4, 2001 2598-rpt-0l 0401 -I I , I • I I 1 I -- I I J I I , Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 11.0 URBAN SYSTEMS ASSOCIATES INC. PREPARERS Principal Planning Director Sandee Witcraft-Schlaefli; J.D. Juris Doctor, Graduate courses Urban Planning, B.A. Political Science/Social Welfare Principal Engineer Andy P. Schlaefli/ M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer Project Engineer Sam P. Kah, II; Licensed Traffic Engineer Project Manager Jim Lundquist, Senior Transportation Planner Senior Technical Support, Graphics and Illustrations Mark A. Schlaefli Word Processing, Report Production and Compilation Lyndi Williams Urban Systems wishes to acknowledge the professional attitude and approach to the Project with special recognition to David Stillman and Frank Jimeno. This report is site and time specific and is intended for a one-time use for this intended project under the conditions described as "Proposed Project". Any changes or delay in implementation may require re-analysis and re-consideration by the public agency granting approvals. California land development planning involves subjective political considerations as well as frequently re-interpreted principals oflaw as well as changes in regulations, policies, guidelines and procedures. Urban Systems and their rrofessionals make no warrant, either express or implied, regarding our findings, recommendations, or professiona advice as to the ability to successfully accomplish this land development project. Traffic is a consequence of human behavior and as such is predictable only in a gross cumulative methodology of user opportunities, using accepted standards and following patterns of past behavior and physical constraints attempting to project into a future window of circumstances. Any counts or existing conditions cited are only as reliable as to the time and conditions under which they were recorded. As such the preparer of this analysis is unable to warrant, either express or implied, that any forecasts are statements of actual true conditions which will in fact exist at any future date. Services performed by Urban System professionals resulting in this document are of a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation expressed or implied and no warranty or guarantee is included or intended in this report, document opinion or otherwise. Any changes by others to this analysis or re-use of document at a later point in time or other location, without the express consent and concurrence of Urban Systems releases and relieves Urban Systems of any liability, responsibility or duty for subsequent questions, claims, or damages. 2598 11-1 2598-rpt-010401 -I I , I • I ) !I .I i, I 1 11 ._ I • I J I -I I , Cannon Court Final Report 002598 ©Urban Systems Associates, Inc. January 4, 2001 Page 1 of35 APPENDIX A 1. Existing Traffic Count Summaries 2. ICU Calculation Worksheets A. Existing B. Existing+ Project C. 2005 D. 2005 + Project 2598 Appendix-010401 .a -"';,,-,,.,6 -'--·-.., -• -a. -._ -·-.a -6 .-~ ", i Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Summer1995 Summer1996 Summer1997 Summer 1998 Swnmer1999 Loution ADT Peak Peak ADT Peak ADT Peak ADT Peak Segment Segment Location LOS ADT LOS LOS LOS LOS Nwnber I El Camino Real Plaza Drive and Marron Road 31,SS0 A 32,34S A 33,220 A 36,321 A JS,815 A 2 El Camino Real Tamarack Avenue and Kelly Drive 22,730 A 23,94S A 26,615 A 27,474 A 30,254 A l Carlsbad Village Dr. Pontiac Drive and Victoria Avenue S,01S A 5,180 A 5,245 A 5,479 A 8,184 A 4 El Camino Real Faraday Avenue and Palomar Airport Road 2S,lS0 A 26,47S A 29,44S A 30,9% A 31,674 A s Palomar Airport Rd. Pasco del Norte and Annada Drive 42,89S A 52,811 A 53,202 ~t ( 6 i· Carlsbad Blvd. State Street and Mountain View Drive 14,285 A 13,250 A 12,910 A lS,133 A 15,480 7 · Carlsbad Blvd. Cannon Road and Cerezo Drive 14,715 A IS,06S A 14,515 A 16,832 A .~ A-#: g Carlsbad Blvd. Island Way and Poinsettia Lane 13,505 A 12,200 A lS,470 A 14,714 A 16,084 A 9 Rancho Santa Fe Rd. Melrose Drive and La Costa Meadows Drive 23,290 B 23,560 A 23,330 A 25,486 A 26,167 A 10 Rancho Santa Fe Rd. Queslbaven Road and Cadencia Street 19,755 A 20,500 A 20,995 A 22,448 B 25,126 C N ll Rancho Santa Fe Rd. Oliveohain Road and A veoida La Posta/Calle Acervo 11,520 A 11,305 A 11,785 A l l,S38 A 14,191 A I 12 El Camino Real Arenal Road and Costa Del Mar Road 30,4S0 A 30,715 A 32,565 A 34,199 A 35,S32 A w 13 Carlsbad Blvd. ~acifil Llae ind La Costa Avenue 15,010 A 12,175 A 14,870 A 14,970 A 16,492 A 14 Poinsettia Ln. Pasco del Norte and Batiquitos Drive 12,590 A 15,105 A 18,800 A 21,476 A 20,381 A IS Alga Rd. Corintia Street and El Fuerte Street 7,870 A 7,860 A 8,16S A 9,014 A 8,988 A 16 Pasco Del Norte Palomar Airport Road and Car Country Drive 6,140 A 6,185 A 16,086• A 15,155 A 17 La Costa Ave. Romeria Slreet and Cadencia Street l l,39S A 11,280 A ll,370 A 12,231 A l l,884 A 18 El Camino Real Camino Vida Roble and Cassia Road 23,415 A 25,lS0 A 28,070 A 28,486 A 28,S68 A 19 Tamarack Ave. El Camino Real and La Portalada Drive 7,075 A 7,045 A 7,270 A 7,302 A 8,280 A 20 Pasco Del Norte Camino del Parque {North) and Palomar Airport Road 8,185 A 8,100 A 8,670 A 8,405 A 8,999 A 21 El Camino Real Levante Slreet and Calle Barcelona 24,770 A 2S,90S A 30,220 A 33,995 A 35,148 A 22 Palomar Airport Rd. El Camino Real and El Fuerte Street 36,220 A 37,610 B 41,450 B 46,508 C 45,343 8 23 Palomar Airport Rd. Melrose Drive and Business Park Drive 34,615 B 37,925 C 40,S4S • D 45,Sl0 D 46,485 A 24 Palomar Airport Rd. Y mow Drive and El Camino Real 22,625 A 24,39S A 26,630 A 30,858 A 29,545 A 25 College Blvd. Aston Avenue and Palomar Airport Road 10,205 A 11,410 A 12,680 A 14,386 A 14,398 A 26 La Costa Ave. Piraeus Street and Saxony Road 31,455 C 30,540 C 30,575 C 32,266 A 27 El Camino Real La Costa Avenue and Levante Street 25,185 A 26,505 A 30,415 A 33,813 A 33,686 A • ln<recuc du• 10 new ,kvt1.,,,...,.1, thonJt In,_,, lo<oflon ar o comhlnollon o/lhu,ft,dorL 4 I , I • I , I .I I 1 I ' I • I J I CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 MID-BLOCK COUNT SUMMARY Number: Location: Contents: 7 Carlsbad Boulevard Between Cannon Road and Cerezo Drive NB 15 Minute Volume Count Report SB 15 Minute Volume Count Report NB Weekly Summary Report SB Weekly Summary Report 24-Hour Volume Plot Day 1 24-Hour Volume Plot Day 2 Page 1 2 3 4 5 6 VRPA.. -I I , I • I ' I .I I I • I J I I , Weekly Summary Report Generated by MSC3000 Version 2.01 Copyright 1990-1992 Mitron Systems Corporation Location ......... . Carlsbad Blvd.: Cannon 0799 Rd. to Cerezo Dr. ,Location Code .... . i County ........... . Recorder Set ..... . Recording Start .. . Recording End .... . Sample Time ...... . Operator Number .. . Machine Number ... . Channel .......... . Recorder Mode .... . San Diego County 07/17/99 10:13 07/20/99 00:00 07/22/99 00:00 15 Minutes 8772 349 1 Volume Week of July 18, 1999. Channel: l End Time 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 24:00 Totals % Avg Wkday % Avg Day AM Peak Hr AM Count PM Peak Hr PM Count 18 19 Sun Mon 20 Tue 24 26 13 8 9 52 126 256 348 380 512 574 682 748 642 786 866 883 657 562 373 210 140 74 8951 96.7 96.7 12:00 574 18:00 883 21 Wed 38 19 9 13 16 40 154 249 367 395 496 596 688 675 661 831 1088 1072 717 600 386 238 130 89 9567 103.3 103.3 12:00 596 17:00 1088 Direction: N 22 23 24 Wkday Thu Fri Sat Avg. 31 23 11 11 13 46 140 253 358 388 504 585 685 712 652 809 977 978 687 581 380 224 135 82 9259 Daily Avg. 31 23 11 11 13 46 140 253 358 388 504 585 685 712 652 809 977 978 687 581 380 224 135 82 9259 -I Weekly Summary Report I , I • I , I 4' I 1- I • I J I Generated by MSC3000 Version 2.01 Copyright 1990-1992 Mitron Systems Corporation Location .......... Carlsbad Blvd.: Cannon Rd. to Cerezo Dr. \Location Code ..... 0799 'County ............ San Diego County Recorder Set ...... 07/17/99 10:15 Recording Start ... 07/20/99 00:00 Recording End ..... 07/22/99 00:00 Sample Time ....... 15 Minutes Operator Number ... 8772 Machine Number .... 21915 Channel ........... 1 Recorder Mode ..... Volume Week of July 18, 1999. End Time 18 Sun 19 Mon Channel: l 20 Tue 21 Wed 39 37 21 16 10 13 17 10 20 22 102 101 467 464 585 596 485 540 462 514 542 597 609 598 754 735 749 726 634 703 691 650 623 604 694 676 557 615 544 535 416 413 213 241 127 144 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 24:00 ------____ 5~6 83 Totals % Avg Wkday % Avg Day AM Peak Hr AM Count PM Peak Hr PM Count 9417 9633 98.9 101.1 98.9 101.1 12:00 12:00 609 598 13:00 13:00 754 735 Direction: S 22 Thu 23 Fri 24 Sat Wkday Avg. 38 19 12 14 21 102 466 591 513 488 570 604 745 738 669 671 614 685 586 540 415 227 136 70 9525 Daily Avg. 38 19 12 14 21 102 466 591 513 488 570 604 745 738 669 671 614 685 586 540 415 227 136 70 9525 4 Volume Count Report I , I • I , I ~ I I • I J I I , Generated by MSC3000 Version 2.01 Copyright 1990-1992 Mitron Systems Corporation Location ......... . \Location Code .... . .'County ........... . Recorder Set ..... . Recording Start .. . Recording End .... . Sample Time ...... . Operator Number .. . Machine Number ... . Channel .......... . Divide By ........ . Summation ........ . Two-Way .......... . Tuesday 07/20/99 Carlsbad Blvd.: Cannon Rd. to Cerezo Dr. 0799 San Diego County 07/17/99 10:13 07/20/99 00:00 07/22/99 00:00 15 Minutes 8772 349 1 2 No No Channel: 1 Direction: N 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 24 26 13 8 9 52 126 256 348 380 512 574 682 748 642 786 866 883 657 562 373 210 140 74 8951 4 3 5 2 3 7 21 66 74 93 137 145 187 189 166 207 210 241 146 159 129 70 41 16 9 9 3 2 8 35 58 73 94 120 135 167 171 170 173 226 243 174 151 90 48 30 19 4 10 3 2 1 18 35 56 98 114 145 161 167 180 146 217 215 210 165 115 77 44 35 22 7 4 2 2 4 19 35 76 103 79 110 133 161 208 160 189 215 189 172 137 77 48 34 17 AM Peak Hour .................... 11:00 to 12:00 (574 vehicles) AM Peak Hour Factor ............. 89.1% ,PM Peak Hour .................... 16:30 to 17:30 (914 vehicles) PM Peak Hour Factor ............. 94.0% Wednesday 07/21/99 Channel: 1 Direction: N 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 38 19 9 13 16 40 154 249 367 395 496 596 688 675 661 831 1088 1072 717 600 386 238 130 89 9567 11 3 3 4 3 4 28 49 71 90 117 126 173 186 147 189 254 280 233 176 120 61 31 31 10 7 2 2 4 4 40 50 102 111 112 148 177 158 167 189 284 288 163 134 121 62 39 25 11 6 3 3 4 12 36 85 96 90 118 170 170 156 158 240 273 269 169 141 89 65 32 23 6 3 4 5 20 50 65 98 104 149 152 168 175 189 213 277 235 152 149 56 50 28 10 AM Peak Hour· ■ ■ ■ ■ I ■ ■ ■ ■ ■ I ■ ■ ■ ■ ■ ■ ■ ■ ■ 11:00 to 12:00 (596 vehicles) AM Peak Hour Factor ............. 87.6% PM Peak Hour .................... 16:30 to 17:30 (1118 vehicles) PM Peak Hour Factor ............. 97.0% 24-Hour Moving Total 01:00-8965 02:00-8958 03:00-8954 04:00-8959 05:00· 8966 06:00-8954 07:00· 8982 08:00-8975 09:00-8994 10:00-9009 11:00· 8993 12:00-9015 13:00-9021 14:00-8948 15:00-8967 16:00-9012 17:00-9234 18:00· 9423 19:00· 9483 20:00· 9521 21:00· 9534 22:00· 9562 23:00· 9552 24:00· 9567 I , I • I , I ti I I • I J I 4 I , Volume Count Report Generated by MSC3000 Version 2.01 Copyright 1990-1992 Mitron Systems Corporation Location .......... Carlsbad Blvd.: Cannon Rd. to Cerezo Dr. 1 Location Code ..... 0799 County ............ San Diego County Recorder Set ...... 07/17/99 10:15 Recording Start ... 07/20/99 00:00 Recording End ..... 07/22/99 00:00 Sample Time ....... 15 Minutes Operator Number ... 8772 Machine Number .... 21915 Channel ........... 1 Divide By ......... 2 Summation ......... No Two-Way ........... No Tuesday 07/20/99 Channel: 1 Direction: s 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 39 21 10 17 20 102 467 585 485 462 542 609 754 749 634 691 623 694 557 544 416 213 127 56 9417 13 5 4 4 3 8 64 146 141 99 117 148 161 193 166 182 160 183 144 146 141 60 47 13 12 7 2 3 5 18 103 128 104 127 144 144 173 177 167 174 146 202 158 130 99 61 33 11 8 2 2 4 5 34 148 174 127 124 139 155 209 182 162 175 160 164 127 133 92 48 25 12 6 7 2 6 7 42 152 137 113 112 142 162 211 197 139 160 157 145 128 135 84 44 22 20 AM Peak Hour .................... 11:00 to 12:00 (609 vehicles) AM Peak Hour Factor ............. 94.0% 1 PM Peak Hour .................... 12:30 to 13:30 (790 vehicles) PM Peak Hour Factor ............. 93.6% Wednesday 07/21/99 Channel: 1 Direction: S 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 37 16 13 10 22 101 464 596 540 514 597 598 735 726 703 650 604 676 615 535 413 241 144 83 9633 13 3 5 1 4 8 BO 144 136 124 142 137 164 189 167 148 135 174 143 131 117 73 62 27 11 6 3 2 4 19 84 162 133 131 158 146 177 203 202 193 157 175 152 126 135 69 26 19 6 3 2 2 10 36 148 143 131 140 131 171 179 169 172 151 157 164 160 149 88 57 30 25 7 4 3 5 4 38 152 147 140 119 166 144 215 165 162 158 155 163 160 129 73 42 26 12 AM Peak Hour .................... 10:45 to 11:45 (620 vehicles) AM Peak Hour Factor ............. 90.6% PM Peak Hour .................... 12:30 to 13:30 (786 vehicles) PM Peak Hour Factor ............. 91.4% 24-Hour Moving Total 01:00-9415 02:00-9410 03:00-9413 04:00-9406 05:00-9408 06:00-9407 07:00-9404 08:00-9415 09:00-9470 10:00-9522 11:00-9577 12:00-9566 13:00-9547 14:00-9524 15:00-9593 16:00-9552 17:00-9533 18:00-9515 19:00-9573 20:00-9564 21:00-9561 22:00-9589 23:00-9606 24:00-9633 .a -.a. -'--·-_, -.a -a. -._ -·-.., -6 20 End Time Tue 01:00 63 02:00 47 03:00 23 04:00 25 05:00 29 06:00 154 07:00 593 06:00 841 09:00 833 10:00 842 11:00 1054 12:00 1183 13:00 1436 14:00 1497 15:00 1276 16:00 14n 17:00 1489 18:00 1sn 19:00 1214 20:00 1106 21:00 789 22:00 423 23:00 2ff1 24:00 130 Total 18368 24-Hour Volume Plot Carlsbad Boulevard • . Between Cannon Road and Cerezo Drive 3000 2750 2500 2250 2000 .I .!l .c 1750 GI > 1500 "g 'II: 1250 1000 750 500 250 0 13 ,. -- Tuesday, July 20, 1999 ~ Carlsbad Boulevard Between Cannon Road and Cerezo Drive 7/20/99 ..... ~ i ~ ~ ~ ... ... ~ ... ... ... ...,. 13 N 8 jg ... ... ... ... ... ... ... j CW) ~ 13 ~ ; ;?; ~ ~ ■ a ~ ~ I ■ ~ ~ I ~ i I ~ I i ~ ~ ~ ~ ~ ~ ~ ~ ~ ; ~ ~ ~ 8 8 ~ ~ Time • -Volumes represent combined totals of both clrections. .I -.a. -'--·-_, -.a -11111 -... -· -.., .. • 21 EndTme Wed 01:00 75 02:00 35 03:00 22 04:00 23 05:00 38 06:00 141 07:00 618 08:00 845 09:00 907 10:00 909 11:00 1093 12:00 1194 13:00 1423 14:00 1401 15:00 1364 16:00 1481 17:00 1692 18:00 1748 19:00 1332 20:00 1135 21:00 799 22:00 479 23:00 274 24:00 172 Total 19200 24-Hour Volume Plot Carlsbad Boulevard Between Cannon Road and Cerezo Drive 3000 2750 2500 2250 I 2000 1750 =-1500 0 * 1250 1000 750 500 250 If) ~ .... -0 8 8 s s Wednesday, July 21, 1 999 ~ 8 a Carlsbad Boulevard Between Cannon Road and Cerezo Drive 7/21/99 ~ ~ .... i .... e ij ~ .... i:1 cl .... .... .... CW) .... If) ~ .... CW) ... ... .... ... ~ ~ § m co .... co ~ ~ ~ .... ■ 8 8 8 8 8 a 8 8 8 g 8 8 8 8 8 8 ~ 8 ;,; :!i 8 ~ 8 8 ~ ,;; ~ ;!: ~ .; f: :? ~ ti 0 0 -- Time • . ~ ~ N .... I .... I 8 8 8 ~ tl ~ * -Volumes represent combined totals of both cfrections. I ._ I • '4gua Hedionda lagoon J tARLSBAD -IU:t!!)O R-t>t:·u /lt ~ 1· )0 12,000 .a I , I • I , I .I I 1 I ._ I • I J I " I ' t ►:11r• , CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: 1-5/Cannon Road Northbound Ramps Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram V 7r)l"T"l,A Ir",... J .r-. . ) -I I , I • I ' I .I I 1 I -- 1 • I J I ti I , CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: 1-5/Cannon Road Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P .M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P .M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ., --'--·-..,_ • -..... City : Carlsbad Intcraeclion of : Count Datea : 8/10/99 B/2S/99 EndoflS min. pol. 6:ISAM 6:30AM 6:45AM 7:00AM 7:UAM 7:30AM 7:45AM 8:00AM 8:15AM 8:30AM 8:45AM 9:00AM Mu. lSmin. Pk. Hr. Vol • • • • 7:30AM Peak 8:30AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM 5:00PM • 5:15PM • 5:30PM • 5:45PM • 6:00PM 6:15PM 6:30PM Mu. lSmin. Pk. Hr. Vol. 4:45PM Peak 5:45PM Hour N/S SIRCI: E/WSlreet: 1-S Southbound Rampe CannonR.oad Daya : Tueaday/Wcdru:aday Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wealbcr : Sunny South Approach (NB) U-Tm Thro Right Pcda 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Intcncclion Traffic m Pk. Ht. lnlcncction Pdalma in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Jntcncction Traffic m Pk. Hr. lnlcncclion Pdalma in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Left 21 46 71 94 99 159 213 185 179 141 110 138 213 718 80 77 55 57 59 95 51 n 41 33 28 34 95 259 VRPA TURNING MOVEMENT ANALYSIS North Approach (SB\ U-Tm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14S9 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1317 7 Thro 0 0 0 l 0 1 0 0 0 0 0 0 l 0 0 0 0 1 0 1 0 1 0 0 1 0 1 2 Right Pcda 16 0 29 0 36 0 42 0 41 0 52 0 56 0 86 0 64 0 80 0 62 0 38 0 86 0 286 0 Peak Hr. Factor 25 0 33 0 30 0 23 0 31 0 22 0 25 0 44 0 24 0 21 0 17 0 24 0 44 0 115 0 Peak Hr. Factor File : Int.# 42 Data Collected by : Traffic Control : Mike, Richard Signalized West Annroach <EB\ Left U-Tm Thro Right Pcda 0 0 9 2 1 0 0 17 0 2 0 0 40 0 0 0 0 52 l 2 0 0 42 1 1 0 0 82 0 3 0 0 61 0 1 0 0 90 0 0 0 0 106 0 0 0 0 66 0 0 0 0 85 0 0 0 0 64 2 1 0 0 106 2 3 0 0 323 0 l 0.93 0 0 80 14 0 0 0 99 16 0 0 0 96 18 0 0 0 68 12 0 0 0 87 8 0 0 0 105 14 0 0 0 98 7 3 0 0 104 II 2 0 0 93 9 1 0 0 so 11 0 0 0 62 11 0 0 0 57 14 0 0 0 105 18 3 0 0 400 41 6 0.88 Left 1 0 0 0 0 2 4 0 2 3 8 14 14 9 43 ss 38 30 49 SI 61 59 34 42 45 38 61 205 -·-.i - Page 1 of3 East A22roach (WB} lSmin Total U-Tm Thro RJgbt Pcda Vehiclea Peds 0 16 0 0 65 1 0 IS 0 0 107 2 0 19 0 0 166 0 0 18 0 0 208 2 0 8 0 0 191 I 0 12 0 s 308 8 0 24 0 0 358 1 0 31 0 0 392 0 0 25 0 1 376 1 0 43 0 0 333 0 0 33 0 0 298 0 0 33 0 0 289 1 0 43 0 s 392 8 0 123 0 1 1459 2 0 45 0 0 287 0 0 96 0 0 376 0 0 73 0 0 310 0 0 SB 0 0 249 0 0 31 0 0 2n 0 0 54 0 0 342 0 0 65 0 0 307 3 0 85 0 1 376 3 0 91 0 0 292 1 0 62 0 0 219 0 0 57 0 0 221 0 0 63 0 0 230 0 0 96 0 1 376 3 0 295 0 I 1317 7 I , I • I , I .I I 1 I • I J I I , 1-5 Southbound Ramps at Cannon Road Lane Configuration for Intenection Capacity Utilization Page 2 of3 East Atmr fWB) Pk. Hr. Time Period : 7:30AM to 8:30AM Lane Config- urations Lane SeningB Capacity Outaide Free-flow 1 2 3 4 5 6 7 Arc the North/South pbaaca split (YIN)? Arc the Ea.st/Wcat pbaaca split (YIN)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Crilic:al Facton South Appr (NB) Left 0 0 0 0 0 0 N N 0.10 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 ICU Ratio = 0.41 LOS= North Armr (SB) West Appr (EB) 2 0 1 0 2 2 0 3240 0 1800 0 4000 1800 1800 4000 0 718 0 286 0 323 0 9 123 0 718 0 286 0 323 0 9 123 0 0.22 0.00 0.16 0.00 0.08 0.00 0.01 0.03 0.00 0.22 0.08 0.01 A Tuming MOWIIICIIII at Intenection of : I-5 Southbound Ramps and Cannon Road w C I A p p r Time: 7:30 AM to 8:30AM Dale : 8/10/99 Day: Tunday Name : Mike, Richard Sub- ..12.!!!!.... _.!2!!!L. 409 732 0 323 Subtotu .!!!!!_ North Approach 286 .J 0 _j 323 _., 0 7 i 0 0 9 9 1-5 Southbound Ramps 1004 I2!!!_ 1004 0 Subtotah! 0 0 718 Sub- ~ L. .....!2!!!L L 0 t +--123 r 9 North 132 0 1041 i ' 0 0 Cannon Road 0 ...I2!!ll_ 1173 SOUlh Approach Note : Lafl:•tum volumes ~ U-tuma. U-tum, in bold. E a I A p p r I , I • I , I I 1 I ._ I • I J I I , 1-S Southbound Ramps at Cannon Road Lane Configuration for lnleraec:1ion Capacity Utilizalion Pk. Hr. Time Period : South Appr (NB) North Appr (SB) 4:45PM to 5:45PM Lane Config- urations Lane Settings Capacity Inside (left) I 2 3 4 s 6 OUtsidc 7 Fn:c-tlow 0 0 Arc the Nor1h/South phaaea split (YIN)? Arc the East/West plwcs split (YIN)? Eflicicncy Lott Factor 0.10 Hourly Volume 0 Adjuatcd Hourly Volume 0 Utilizalion Factor 0.00 Critical Facton ICURatio = 0.39 Turning Movemcnla at lntcncc1ion of: Time : 4:45 PM 5:45PM Date: 8/25/99 0 0 0 0 0.00 0.00 to Day: Wednesday Name : Mike, Richard Sub· ~ totala w e 410 • 851 0 441 A p p r §!!I!!!!!!!! ~ 0 2 0 0 3240 0 1800 N N 0 259 2 115 0 259 2 115 0.00 0.08 0.00 0.06 0.00 0.08 LOSz A 1-S Southbound Ramps NorthAPProach 376 115 2 .J i 0 _t 400 -+ t 41 7 Noni! i t 0 0 0 248 0 248 South APProach West Appr {EB) 0 2 0 4000 1800 0 400 41 0 400 41 0.00 0.10 0.02 0.00 0.10 and Cannon Road Page 3 of3 East Appr(WB) 2 1800 4000 205 295 205 295 0 0 0 0 0.11 0.07 0.00 0.11 1-S Southbound Ramps 376 l!!!!L_ 0 Subtotala 0 259 Sub- L. ~ Totala L 0 .__ 295 500 r 205 0 1159 659 i 0 Can110nRoad Note: Ldt·tunl volumca include U-turaa. U-tuma in bold. E a • A p p r -'--·-_,_ -_._ City : Carlsbad lntencction of : N/S Street : 1-S Nodhbound Rmipa CannonRoad Counl DIie& : 8/10/99 8125199 Endof IS min. pnl 6:lSAM 6:30AM 6:45AM 7:00AM. 7:ISAM 7:30AM. 7:45AM 1:00AM 1:15AM 1:30AM 8:45AM 9:00AM Max. lS min. Pk. Hr. Vol • • • • 7:30AM Peak 1:30AM Hour 3:45PM 4:00PM 4:15PM 4:30PM 4:45PM 5:00PM • S:lSPM • 5:30PM • S:4SPM • 6:00PM 6:15PM 6:30PM Max. lS min. Pk. Hr. Vol 4.45PM Peak 5:45PM Hour FJW Sttect: Left 11 12 16 14 6 11 11 16 16 22 13 13 22 6S 11 39 3S 39 8 6 17 31 44 33 14 9 44 98 Daya : Tueaday/Wcdncaday Weather : Sunny South Approach (NB) U-Tm Tbru Right Peda 0 1 6 0 0 16 0 0 17 0 0 24 0 0 19 0 0 31 0 0 54 0 0 67 0 l 44 0 0 34 0 0 43 0 0 so 0 1 67 0 l 199 lnlcnection Traffic m Pk Hr. Intcncclion Pdalma in Pk. Hr. 0 0 22 0 l 23 0 0 lS 0 l 2S 0 0 19 0 0 22 0 l 26 0 2 IS 0 l 21 0 0 18 0 0 18 0 0 22 0 2 26 0 4 84 lnlcneclion Traffic Ill Pk. Hr. lntcnection Pdalma in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - VRPATURNINGMOVEMENT ANALYSIS Tnffic Control : North Annroach lSB) U-Tm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1504 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2075 l Tbru 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Right Peda 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hr. Factor 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hr. Factor File: Int.# 43 Data Collecled by : Jose, Richard Signalized West Annroach (EB) Left U-Tm Tbru Right Peda 7 0 21 0 1 9 0 S6 0 2 22 0 91 0 0 21 0 124 0 2 26 0 117 0 1 16 0 231 0 3 24 0 241 0 l 24 0 252 0 0 33 0 256 0 0 22 0 180 0 0 30 0 176 0 0 32 0 159 0 I 33 0 256 0 3 103 0 929 0 l 0.93 67 0 93 0 0 53 0 125 0 0 68 0 82 0 0 S6 0 69 0 0 66 0 79 0 0 65 0 135 0 0 90 0 90 0 0 64 0 112 0 0 66 0 72 0 0 60 0 23 0 0 45 0 46 0 0 44 0 47 0 0 90 0 135 0 0 285 0 409 0 0 0.88 Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -·-., - Pagel of3 East Aj!j!FOaCh (WB) 15 min Total U-Tm Tbru Righi Peda Vehicle& Peda 0 8 6 0 60 1 0 1 s 0 99 2 0 0 10 0 156 0 0 1 18 0 202 2 0 I 13 0 119 1 0 8 13 5 310 I 0 12 41 0 383 1 0 16 30 0 405 0 0 14 25 1 389 1 0 26 43 0 327 0 0 25 44 0 331 0 0 40 37 0 331 I 0 40 44 5 405 8 0 68 139 I 1504 2 0 77 144 0 414 0 0 115 110 0 466 0 0 76 151 0 427 0 0 49 116 0 355 0 0 78 163 0 413 0 0 99 179 0 506 0 0 108 259 0 591 0 0 112 184 l 520 l 0 Bl 173 0 458 0 0 75 132 0 341 0 0 88 115 0 326 0 0 92 105 0 319 0 0 llS 259 1 591 l 0 400 795 I 2075 I I , I • I , I I 1 I • I J I I , 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intenec1ion Capacity Utilizalion Page 2 of3 Pk. Hr. Tune Period : South Appr (NB) North SB Wcat WB 7:30 AM to 8:30AM Left ...I!:!!!!.. ...Bi!!!L Left ~ ...!Y!i!!!.. Left ...I!:!!!!.. ...!Y!i!!!.. Left _.Th!:!!...~ Lane Config- urations Lane Settingll Capacity lnaide (left) 1 2 3 4 s 6 Outlide 7 Free-flow 1800 Are the North/South pbasca split (YIN)? Are the East/West phases split (YIN)? Eflicicncy Lost Factor 0.10 Hourly Volume 6S Adjusted Hourly Volwnc 66 Ulilizalion Factor 0.04 Critical Factors ICU Ratio = 0.39 Turning Movements at Intcncclion of: w 0 I A p p r Time : 7:30 AM to 8:30 AM Date : 8/10/99 Day:Tucsday Name : Jose, Richard Sub- ...I2!!!L _!!!!:!!!._ 133 1165 1032 0 0 1 0 0.00 0 Subtotals ~ 2 3240 N N 199 199 0.06 0.06 LOS= 0 0 0 0 0 0 0 0 0 0 0 0 1 2 1800 4000 103 929 103 929 0 0 0 0 0 0 0 0 2 l 4000 1800 68 139 68 139 0.00 0.00 0.00 0.06 0.23 0.00 0.00 0.02 0.08 0.23 A I-5 Northbound Ramps and Cannon Road North Approach 1-5 Northbound Ramps 243 I2!!!,_ 0 243 Subtotal, 0 0 0 0 Sub- .J + L. ~ 103 _j L 139 929 -+ i +-68 0 7 r 0 North 207 0 1128 ' i i 65 199 Cannon Road 0 0 265 265 ...Il!!ilL 1335 South Approach Note : Left-tum wlumc1 include U-1Uma. U-tuma in bold. E a I A p p r I , I • I , I I 1- I -- I • I J I I , 1-5 Northbound Ramps ■t Cannon Road Lane Configura1ion for Intersection Capacity Utilizalion Pk. Hr. Time Period : South Appr (NB) North Appr (SB) 4:45PM to S:45PM Lane Config- urations Lane Sellinp Capacity lDaidc (left) 1 2 3 4 s 6 Outside 7 Free-flow 1800 Arc the North/South plwca split (YIN)? Arc the Eaat/Weat phaaea split (YIN)? Efficiency I.oat Factor 0.10 Hourly Volume 98 Adjuated Hourly Volwnc 108 Utilization Factor 0.06 Critical Factors 0.06 ICURa1io = 0.76 Turning Mowmenll at Inteneclion of: Tune : 4:45 PM 5:45PM Date: 8/25/99 Day: Wednesday 0 0 4 0 0.00 to Name : Angel, O.car Sub- _I2!!!!_ totals w C 498 1192 0 694 A p p r So]!l!!!lla Total 2 0 0 0 3240 0 0 0 N N 84 0 0 0 84 0 0 0 0.03 0.00 0.00 0.00 LOS= C 1-5 Northbound Ramps North Approach 0 0 0 .J i 285 _j 409 __,. t 0 7 North ' t 98 4 0 0 186 186 South Approach West Appr (EB) 2 0 1800 4000 0 285 409 0 285 409 0 0.16 0.10 0.00 0.16 and Cannon Road 0 0 0 0 Page 3 of3 East Appr (WB) 2 4000 1800 400 795 400 795 0.00 0.10 0.44 0.44 1-5 Northbound Ramps 1084 .I!l!al,_ 1084 Subtotala 0 0 Sub-L. tot■la Tot■la L 79S +--400 1195 r 0 0 1688 493 r 84 Cannon Road Note: Left-tum voJumoa include U-tmn■. U-tum■ in bold. E a I A p p r ------.., . •• City : CARLSBAD ~r•nipo~tation Qtudioe, In~. l.cc.ation, CANNON ROAD 1111:.U Code , 000000000000 S11gm11nt , E/0 titGO 0llIVE ecari: Pate, 10/11/2000 I Cl t.irnt , lmBAN SYSTIMS F111> l ,D, 1 OOQ10H1 24 Houa V.Ol!!,l?!ll !.S!IIHI PaS!' l le91n ( ... n .. . . -. -~ .... --.... NB •••••• ••. • • •••Comb! ned . -. -..... Kadne•d•i• Tim• A,1'1, !!,~. a1t:2• P,I'!, !·t:11 P.H. , U100 10/ll 1 25 I 1 62 I l I'! l.2, lS 0 J2 I 1 5:1 I l ... 12 :JO 0 4:2 I 1 17 l l .,, l:fi4S l 2 52 l!lil I 1 4 39 uo I ' !H 1 ... 1 I 01,00 2 ,: I = ,:a I • ~04 01,n a 54 I 0 JJ I 0 81 01,30 0 •o I 0 Jli I 0 76 • 01 ,u 0 2 44 200 I 0 2 J, uo I 0 u lSO I 02, 00 l •• I 0 36 l 1 n oi, u 0 JO I :,:a I 52 Olla JO 0 .a I •• I 1 7!1 02 ,4S 0 1 33 140 l 0 2 29 U1 I 0 3 112 211 o,,oa 0 u I 0 44 I 0 " } 03,U 0 32 I 0 J2 I 0 ,. OldO 0 u I 0 •• I 0 102 OJ 1(5 J ~· llf I 0 • so uo I l ) , .. l:16 04100 0 34 I \ ,, I 1 lU PM ,.... lf z,7 I 04: 15 0 ii I 0 56 I 0 14 - 04 t lO 2 J.t I I so I J 111 04, 45 6 24 U4 I 1 15 318 I 5 t 10, u::i "L/-~ c.r r;---5: <...fS 0!:00 • )$ I 0 UI I ' 171 .I os,is 1 JO I 2 104 1 ' UI os,30 1-? 30 I 0 96 I 17 126 05,H " 50 .20 115 1 1 ' " ,01 r 29 59 16 523 QI, 00 a H I t !4 I 35 ,a I 06 t l5 38 20 I ' •o I 47 ,o U:lO 51 5 I lO l4 I .. Jll 011,u 51 ua I 57 I 22 50 20 U8 I 80 2JO 21 :IC5 fhi,1_ L/Z1 07: 00 ,it 9 I 2; u I 78 22 _,,, 1 07,15 19 i5 I :a ' I 115 12 07:JO ,. a I 27 a I l:zl u g:,S-07: 4! 15◄ JU I J1 I 2:1 97 l 28 I 174 .,o ' 5J 1:1,t;; - 01:00 ,o t I u 5 I 1.05 u oe, 15 .. l I 2, ' I 115 7 I 01, 30 u l I la 2 I 77 5 01 ri 5 t7 214 7 2:1 I 1' 76 2 l3 I fl HO ' )$ 011,ao l5 ... I 11 II I !l lQ l 09,15 38 • I 20 l I H 7 o,,Ja lf J I :za 0 I SI l 0914! 3' 149 1 l.:I. I 21 u 5 14 I .7 ;llll ' z, l0:00 ::12 l I u 0 I ., 10 • l 5 21 l I 20_ 1 I u 4 I IOilO 2' I :Z7 1 I !ll 2 10,u ll PO 2 , I 2~ 95 1 II I to 1.1!1 ' u 11,ao ll 0 I 2B 0 I iO 0 • 1) I 15 l0 0 I 31 .a I u· 2 I ll, 30 l.2 0 I u 0 I I? 0 U;◄5 32 Pf 1 i I l9 160 0 2 I 11 aa, l I TOUU l215 916 SH 160l 117l a,a, Day-TcHU• ~2:7,l, a~~ UII J IRW ! §II," 11 • 11 a1,;rt fl.ll 1'e1I k" Hour· 01,n· ia·,~,C,· U·ritO• 04'1'-t!-01,u 04, 41 Vol.um• ,.,., 2HI uo '27 u, so I P,K,J'. . 19 .u ,72 .77 . 7l .71 el I , ti -4..JCT-1.S-00 08:36 AM TRANSPORT~liuN.-•----- I Ill ►,y , llJ.Jlt.~UD 't't":>a•pot't •II ion. IJ:v,H ,.., '""· 1.0c1t10n: C>.NNCN KOAO site ~0121 , OllOOCQ0OO0O0 8'1!gm1nt , &"/O"tEO(r DIUVC-St•rt 0&tt: 10/11/lOCO CHent , !IRIN4 1Yt11'EHS ,u. t,l). , Dl)OIC◄Sl , !! HOUR' ~l»IE""~tnrr Pagt I 2 llg~n lf• ••.•• H • • • .. • '"')C • • • • • " Iii& •• •· • • ••· • • •· •C'omb1ne~ ...... ,:, ThllO~Y I•"'' A,l'I, P.M. A,M, P,M, "·!:!· p ,!:! .. 12.00 10/12 0 0 '1 1 104 I 12: 15 50 Q 55 1 105 12•lC 2 SI 0 54 2 105 12,t5 0 4 70 2U 1 l S7 :an l 5 u, Hl • 01,00 l ,a 44 2 11' 0,,1, 0 ,o 1 '1 1 1n I 01130 0 ,o 1 JO ,c 01 ,,& 0 !2 2" 0 l l6 1'1 0 ~ .. H! 02:00 0 52 0 42 0 94 02: 1, 0 31 I 0 le a '74 , 02,111 0 •• I 11 14 0 H 02,45 1 3' 161 I 0 • .. 170 l .. 138 03100 D u I D 70 0 l14 o,,n 1 )2 I 0 ,2 1 ,. ?e1t~5.· I 03130 0 36 I 0 u 0 10:l OJ 145 z 19 Ill I 1 s, lll7 , .. 78 Ht 04 ,OD 0 2l I 0 ao ~ 103 04,t' 0 lC I ' " 86 ., 04:30 0 24 I ;:i n 2 93 /7f'Vlclf 6 7 JtJ t. 04145 2 2 20 97 I 0 5 80 285 1 7 100 ln o,,oa 5 l1 I 1 u, • 177 OG, lS 4 H I 2 aa ' 134 t;-b fll1 I O&, JO ll :a I ) 93 16 117 o,,,s a ,o 24 125 I D H SI ns 36 " ea 510 06:00 lS ,4 t ' 46 41 70 06: IS f7 2◄ l l:I u I ,, 1: , O6:lO 4j u l 8 t4 l 56 60 06:4~ 60 l!IO 10 14 I 1:1 a 18 156 I '!2 ;128 29 230 Q'!tOO 65 10 I lO 26 I 95 16 a71 a 103 7 I 29 u I 1J2 2:1 071lC 104 ' l 16 10 I uo l.9 ~ r L/ Bt; ~ i I 01,UI ue 440 JO ! H 1:19 5! I 202 10 I n ..., 01,00 110 4 I 17 11 ' U"J 15 Ol1 l!I 81 '1 I 34 i ' 115 t 7;1t;;-B,t/J ., 081lO u I 21 , I 12 u 01:45 72 n1 5 u I :z:z 1.u· 2 24 I ,. ... ' 43 Ct;OO H ' I 24 2 I u ' OP,19 46 4 I 24 \ 1 ) 72 5 Ot1lO s;a ' I l:Z 5 I u u I a,_,o lol 178 • 21 I Jf UI J 1l I 73 2'1 ., l~ 10,oc l? I lol 2 I '1 l 10, l5 l6 ' l )7 0 I 'fl • • U,JO lB l I 21 2 I u J I 10,ol'.I l◄ HS t ' I l4 1J) 1 s l u 271 2 lf u,oa •• o· I ,. J It , B,U a l I 41 l n ' ll:lO l:Z 0 I 12 4 H 4 I l1, 45 40 154 2 s I H a1~ 2 u 101 J61 i 17 To&.tl• 14'! 11J7 771 17ll 2~"1 2875 D•l"· Te>,•18· ;11-n-i.~ ,. .. ► split ·• O· '! ,,.,, 11·3' f0.4\ I Ftak' l!OUt' ar. 1,-t:H~ tl'!Oa· a,,.,. 07:U Of, t5 Volu,.. ... 2'2 2H 407 S2J. 521 l',K-11"', ,'72· ,.Ml· ., .. .,~ . .,, .,, I I I - .., -.a. - 5ifo,f(,,f,,=350 5H, ~ 1n: 334 f ~,-5fil'l5 ICU Alt. A MOVE CAPACITY ~ \~/i'&Oo J i35½_cQ:, ✓• 4118b::> + L0.8. A No mUlgaUo• .IJ.:I '--·- ICU ,f)~ , I~ .ol ,I 0 :~q MOVE CAPACITY ~ lt1/,8'o0 l 33~ {'. 5l-,/2goo -t LO.S._ MldgaUOR A ICU • jO • .. 1'f ,03 ' (0 -~ ..,_ Co.rls bCL&. @ CD-,n r'lon A f1I\ i \ 2.,oos-+.,O ICU A.It. C MOVE CAPACITY ~. 331/tioo ICU • I'& .a ;i fl t 11y)tn> , I (o , I A~. . r l ~/28£P '-+ .oq ,,c I ~ ,c· ,Iv -a. 3or.:,,5q:: ).if't 'b1J,~ io:: 1 i./(,, MOVE CAPACITY ~ 5~/ljDO 1· C::,l~c k.... ?H½1CP· -t _._ -·-.., Pfv\ J, IIOrAU! ~oos -tf ICU Alt C ICU MOVE CAPACITY ICU MOVE CAPACITY ICU ,03 ~ cgo/,Me .OY \i,. 2% roo .. 11 ,'-!& 't 'ho/~ ,It{, t • 1Cf3'l-tPO<> .t,ff • l '4 ~ 11fl1Jqa:>. ,tt-f r ,~~Yi~ 1700 _oq ,l () -\ ,(o -+ •Io 753 -:13 ~14 .~1 .. A ft LO.S. No lllllloatlon L'l,.8.- Mltlgatlon C LO.S. Mllloallo• C - i( luc "D > Ii) m 0 "II -----URBAN S-YSTEMS------------------------' • .to ''f 1- ' o'} ~ '(C , .:J,G, C ., _._ .___ -·-.., -. -.._ -... -·-., -....._ ------ 45-[ •[z.. '/t. 1°S):l'I 1t:J~Cf-,,.1/1., us): 'f1- G' K rs+ r V'\5 ICU Alt. A MOVE CAPACITY [CU 0\11-1 r;--1f . ICU Alt. B . MOVE CAPACITY ICU (100 • 0(q " .01 Ave. f;vic1'ntlS . (!! Cd.n rt'°"-' flM ICU Alt. C ITY [CU 00 "'1- I) ,04 + .\ D .+ ,JD -t JO - "'---.l..---L.-..1----'-----'-•-*"'-· -'-----'----"--'--'lz_/2'---' I ;2 110-l'h..'/z..1,; e,; ,.s..J.,i-is ICU Alt. A MOVE CAPACITY •' / A .:.,'""' J . -.4 7 )il LO.S. -A A LO.S. t J.ltlgatlon No mitigation LO.S. No mlUgatlon LO.S. M1tlg1Uon JU ICU / MOVE J ~ r.JJ,...l.,_. \1 }" {;-ff-' ICU Alt. B CAPACITY ICU 3¾aco ,O'J,. 41.fY~ ·" l~>'.½hoo· .0'-1 )<,,o/lfco .20 4: 1/0 . ,I.fr./ Lq_,.s._ A Mitigation MOVE ✓ ~ -f' ,.>J...~ '\1'~ LO.S. Mlllgalloa ~ NOr~ ~;;;.s;+I' ICU All C CAPACITY ICU 151Asoo ,08 LP'3/ill 'lfooo .os I 'l5/3',o-<> .06 "°1{3 f>O ,2--Z... -+ ,/o .5o A ----URBAN S.YSTEMS----------------------- .I ·-.a. -'--·-_, -• -a. -... -·-., -• l:;)(15+; t\j ICU All. A MOVE CAPACITY r.r 5"'6/Jld;o - ........ -nyJJmc. _,, \.,¼, r~"Ot> -f- LO.S. No nUaallon A [CU ,01 .o, . 2 '2. i/0 ,43 MOVE I"{ __,. -~ls, LOA Mlllaauon r;--,p ICU Alt. B CAPACITY ICU r;1.,13~00 ,()). 453/'f""•> .II "1"" • .f,'31,~ .z-z -{ ,10 ,45. A AM .ct ,. 200s +f' ICU Alt. C MOVE ~APACITY ;-,r, lry'3i,oc -(.,So/,tno• -• (.~ ~"1o.:> . ..( ICU 111- I I (p ,15 - ,to ~i LO.S._ Mlllgallon 13 · -~ , ¥;'f. lsf ;n5 ICU All. A ICU Alt. B MOVE CAPACITY ICU MOVE CAPACITY ICU 4--3u5/2"' 'jw, ~08 I"? JQ?"/2l,(ib ,Oj -~ '1i1/~ dO _.. 'SH/qoco 113 -....,, <..~ ~~i,00 ,oq l..~ 3l'Y31,~->· ~oq ,-{ ,10 -' ,IO ,31-,40 LO.S. -L1l_.S.-;\ No mlUa•llon allon A Mltlg MOVE r~ ~- ~~ ' eh NO eCAI.J! \. 2oo~+ f ICU All. C CAPACITY ICU ~?J,,oo .18 '9Co°/~.:. I 1-=f ~bOc:> .14 ..+ ,10 ~~ LO.S._ A Ml Ugalkm 1,_;, ,, 5°{,,( t ii > ,:;) Ill 0 "11 -----URBAN S-YSTEMS----------------------- -,-;> - l l .8 , 14 ~ 14 • ,c. ·--,5y A ., ·-.a. -'--·-_, -• -a. -... -· -., -.a. 1 ol\4-('/'L, I o3) =qq 3 to"6fs--('/1.,llll): Joi~ i ~4s -Cl2.• ,15): ,1.Lf.v G x.-s-i--r "!S ICU Alt. A MOVE C lTY ICU . MOVE LO.B. No mitigation A I-5 NB e Ctll'\l"\0 n AM 7' E-{f ICU Alt. B -'l,,oo5 f~ ICU Alt C 1 , r . (3-,;is.J..;,.,s ICU Alt. A ITY ICU M APACITY ICU A ,/0 '\ LO.S._ Mltlgallon \3 E, LO.S._ N• mltlootlon e-fP ICU Alt. B ITY ICU -t ,/0 A L'l_..S.-A Mlllga!IOII PM ~ }. z_e.o S" -r (" ICU All. C LO.S._ M1Upllo11 ACITY ICU D ''v-:, i.7 ,, .. "11 > I,) Pl 0 "II ----URBAN S-YSTEMS------------------------~ s - .bi ,'t'q . I 3 (0 ·-.~o C -• _.____ .___ • .., • -._ -._ -· -., -..JIL ---------- f"y. t s..J.; "'.5 ICU All. A LO.S. No mlUgallOII A .«:I £5~,0 ICU Alt. B ICU MOVE CAPACITY ICU LO.S. Mitigation A ·-:pa: se o Jd kk> • ~ Cttvino,-J LO.S._ Mitigation AM Alt. C ICU All. A ICU Alt. B OVE CAPACITY ICU MOVE CAPACITY re B * NOr.AU -t..,i:,0 s--+P ICU All. C ITY ICU '<;) ¥0, ()4., -.31 oo • 31 4 ,/o t -:r<J ii > .., Ill LO.S. C. 0 "II Mitigation ----URBAN S.YSTEMS------------------------_,, ,.o<.:i .3C> .. Jo ·"\ ,,o :1i C _ __. ...__ ,_ • __. • .__ -... -· -., -....JL ------------ MOVE CAPACITY [CU ,35 LO.S. No mltlgatto• A J.t:/ MOVE L..0.S. MIUgalJOII E-tt° ICU Alt. B A LO.S. Mlllgatlon AM ICU Alt. C CITY IC o ,b A G \Cts+i' "'S ICU All. A A LO.S._ Na 111Ulgall011 CITY ICU + ,/0 A ICU Alt. B MOVE CAPACITY ICU L<t_.S. - Mitigation -t ,/0 A fM ICU All. C MOVE APACITY ICU LO.S. MIUgallon A I ----URBAN S.YSTEMS------------------------' A .a -.a. -,_ -·-_, -• -a. -._ -·-., -.a. _5iS ·?S"; 51 o (,oe -C/-> : S l <::> (,oo -IS""-: 4:S-O f ~i s}i 11.5 E:+P . ICU All. A ICU Alt. B . MOVE CAPACITY [CU MOVE CA ~ Silo .ii,). °S LO.S. No mlUoaUon .JJ.:I A LO.S. Mlllgallon I+ LO.S. Mtlgallon Art A 3»00-°) 5°.> ~ '° t..t -s r (,<>.;) • ~ E 'In Jf-• "'5 ICU All. A d--~ -, "'~ j,.;e,. -f E-tP ICU Alt. B MOVE CAPACITY ICU ,of 4:-· .o~ -.J 0 ~~ f,o:> ,10 1 ( O ·-t· ,/c ____,_ cl.'! ,zg A Lq_,A_ A Mitigation f{V\ . --tPoS",ff' ICU Alt. C LO.S. Mlllgatlon -+ ,to ,4 A ,, > Q m 0 -q ----URBAN S-YSTEMS-------------------------' , O(.ii !2.1 )<., ,1J -,s·, A .II HCS: Unsignalized Intersections Release 3.lb ,,__ _________ TWO-WAY STOP CONTROL(TWSC) ANALYSIS ____________ _ Analyst: Urban Systems - ntersection: Ave Encinas/Cannon Rd aunt Date: Existing -AM ime Period: AM Peak .. Intersection Orientation: East-West Major St. llvehicle Volume Data: -----------------------------------------------~----------------------------------------------f ovements: 2 3 4 5 7 9 olume: 216 45 265 157 5 125 HFR: 216 45 265 157 5 125 • PHF: 1.00 1.00 1.00 1.00 1.00 1.00 .HV: 0.00 0.00 0.00 0.00 0.00 0.00 ■------------------------------------------------------------, _________________________________ _ ,Pedestrian Volume Data: Movements: IFlow:------------------------------------------------------------------------------------------ Lane width: Walk speed: % Blockage: ~edian Type: TWLTL # of vehicles: 5 IFlared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 1------: ------: ------:------: ------: -----:------:------:------: -------------------------- .. Channelized: 1 Grade: N 0.00 Lane usage £or movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 I L T R L T R L T R ----------------------------------------------------------------------------------------------- • Y N N N Y N N Y N ' Channelized: Grade: N 0.00 Lane 1 Lane 2 J Lane usage £or movements 7,8&9 approach: L T R L T R y lchannelized: Grade: N N 0.00 N N N for movements 10,11&12 approach: y L N Lane 3 T R N N -ILane usage Lane 1 Lane 2 Lane 3 L T R L T R L T R 1-------;------~-------;-------;------~-------;-------;------;-------;--------------------------, .111:hannelized: 9ll;rade: N o.oo 'lhared ln volume, major th vehicles: hared ln volume, major rt vehicles: at flow rate, major th vehicles: Sat flow rate, major rt vehicles: rumber of major street through lanes: • Length of study period, hrs: 0. 25 Eastbound 0 0 1700 1700 2 Westbound 0 0 1700 1700 2 l --------------------------------------------------------------------------------------------- orksheet 4 Critical Gap and Follow-up time calculation. J ritical Gap Calculations: ovement 4 7 9 ---------------------------------------------------------------------------------------------- t c,base 4.1 7.5 6.9 It c,hv 2.0 2.0 2.0 hv 0.00 0.00 0.00 c,g 0.2 0.1 G t C 3,lt c,T: stage stage 0.00 0.00 0.00 0.0 0.7 o.o 0.00 0.00 0.00 LOO 0.00 0.00 I 1 stage 2 stage 4.1 4.1 6.8 5.8 6.9 6.9 Follow Up Time Calculations: 1Movement ___________ 4 ______ 7 ______ 9 ____________________________________________________________ _ t f,base 2.2 3.5 3.3 t f,HV 1.0 1.0 1.0 P nv 0.00 0.00 0.00 It f 2.2 3.5 3.3 ----------------------------------------------------------------------------------------------- Worksheet 6 Impedance and capacity equations ._==~:-=~-~:-==~~-~~~~=-==~--------------------------=---------------==-------------------------- Conflicting Flows 131 Potential Capacity 901 IPedestrian Impedance Factor 1.00 Movement Capacity 901 • ~=~~~~~=~=:-~=-~~=~=-====-==~-------------------~~~~------------------------------------------- '==~:-=~-~=-==~~-~~!~=-==~--------------------------~----------------=-------------------------- Conflicting Flows 261 J Potential Capacity 1315 Pedestrian Impedance Factor 1.00 1 Movement Capacity 1315 Probability of Queue free St. 0.80 'Worksheet 7a -Computation of the effect of Two-stage gap acceptance Step 3: TH from Minor St. 8 11 Part 1-First Stage ----------------------------------------------------------------------------------------------- Conflicting Flows 239 687 IPotential Capacity 712 450 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.80 , Movement Capacity 712 360 Probability of Queue free St. 1.00 1.00 ----------------------------------------------------------------------------------------------- 1Part_2-_S:cond_Stage __________________________________________________________________________ _ Conflicting Flows 687 261 Potential Capacity 450 696 Pedestrian Impedance Factor 1.00 1.00 ,Cap. Adj. factor due to Impeding mvmnt 0.80 1.00 Movement Capacity 360 696 ----------------------------------------------------------------------------------------------- 1Part_3-_Single_Stage __________________________________________________________________________ _ Conflicting Flows 926 948 Potential Capacity 271 263 • Pedestrian Impedance Factor 1.00 1.00 l eap. Adj, factor due to Impeding mvmnt 0.80 0.80 Movement Capacity 216 210 ----------------------------------------------------------------------------------------------- ) Result for 2 stage process: -----------------------------------------------------------------------------------------------a 0.98 0.98 y 3.45 0.68 Ct 353 346 IProbability of Queue free St. 1.00 1.00 ----------------------------------------------------------------------------------------------- .-Worksheet 7b -Computation of the effect of Two-stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1-First Stage 1-----------------------------------------------------------------------------------------------Conflicting Flows 239 687 Potential Capacity 785 466 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.80 1 Movement Capacity 785 372 ----------------------------------------------------------------------------------------------- 1 Part_2-_Second_Stage __________________________________________________________________________ _ Conflicting Flows 609 108 Potential Capacity 511 910 Pedestrian Impedance Factor 1.00 . 1.00 Cap. Adj. factor due to Impeding mvmnt 0.80 0.86 Movement Capacity 408 784 ----------------------------------------------------------------------------------------------- 1Part_3-_Single_Stage __________________________________________________________________________ _ Conflicting Flows 847 795 Potential Capacity 305 329 • Pedestrian Impedance Factor 1.00 1.00 IMaj. L, Min T Impedance factor 0.80 0.80 Maj. L, Min T Adj. Imp Factor. 0.84 0,84 Cap. Adj. factor due to Impeding mvnmt 0.84 0.73 Movement Capacity 258 239 J ----------------------------------------------------------------------------------------------- Result for 2 stage process: -----------------------------------------------------------------------------------------------a 0.98 0.98 l y 3.50 0.47 c_t----------------------------------------------~~=--------------=~~-------------------------- .orksheet 10 delay,queue length, and LOS Movement 1 4 7 8 9 10 11 12 ,--------------------------------------:-------------------1: ___________________ l ______________ _ , _.,,(vph) ..a: m(vph) v/c 265 1315 0.20 5 401 0.01 95% queue length -=~~trol Delay 8.i 14.; ~proach Delay 9.8 125 901 0.14 9.6 A II 'pproach_~os ___________________ ~---------------~---------------------------------------------- I • I ) I .I I 1 I l I • I J I I , HCS: Unsignalized Intersections Release 3.lb TWO-WAY STOP CONTROL(TWSC) ANALYSIS ____________ _ Analyst: Urban Systems lntersection: Ave Encinas/Cannon Rd ount Date: Existing -PM ime Period: PM Peak .ntersection Orientation: East-West Major St. ·~hicle Volume Data: ----------------------------------------------------------------------------------------------l ovements: 2 3 4 5 7 9 olume: 93 20 130 321 135 360 HFR: 93 20 130 321 135 360 • PHF: 1.00 1.00 1.00 1.00 1.00 1.00 l liV: 0.00 o.oo 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------------------------- 'edestrian Volume Data: • Movements: l!~:=w::th: ----------------------------------- Walk speed: % Blockage: ··edian Type: TWLTL -; of vehicles: 5 l lared approach Movements: of vehicles: Northbound 0 lt of vehicles: S.outhbound 0 -lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R 1------;------;-------;-------;------;-------;-------;------;-------;-------------------------- N 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 I L T R L T R L T R ----------------------------------------------------------------------------------------------- • Y N N N Y N N Y N IChannelized: Grade: N 0.00 Lane 1 Lane 2 Lane 3 J Lane usage for movements 7,8&9 approach: L T R L T R L T R -----------------------------------------------------------------------------------------------y IChannelized: Grade: N N o.oo N -•Lane usage for movements .. Lane 1 L T R N N y 10,11&12 approach: Lane 2 L T R N L N Lane 3 T N R N N N N N N N N N 1-----------------------------------------------------------------------------------------------, .a,annelized: 'ade: N 0.00 lta for Computing Effect of Delay to Major Street Vehicles: 1ared ln volume, major th vehicles: ared ln volume, major rt vehicles: t flow rate, major th vehicles: Sat flow rate, major rt vehicles: rer of major street through lanes: .Length of study period, hrs: 0.25 Eastbound 0 0 1700 1700 2 Westbound 0 0 1700 1700 2 1---------------------------------------------------------------------------------------------- Worksheet 4 Critical Gap and Follow-up time calculation. ovement 4 7 9 , ritical Gap Calculations: ----------------------------------------------------------------------------------------------t c,base 4.1 7.5 6.9 I c,hv 2.0 2.0 2.0 hv 0.00 0.00 0.00 c,g 0.2 0.1 G 3,lt . 1 c,T: stage 2 stage t C 11 stage 2 stage 0.00 o.oo 0.00 0.0 0.7 0.0 0.00 0.00 4.1 4.1 0.00 1.00 6.8 5.8 0.00 0.00 6.9 6.9 Follow Up Time Calculations: ----------------------------------------------------------------------------------------------f ovement 4 7 9 £,base 2.2 3.5 3.3 t f,HV 1.0 1.0 1.0 P hv 0.00 0.00 0.00 I f 2.2 3.5 3.3 ---------------------------------------------------------------------------------------------- \ Worksheet 6 Impedance and capacity equations tep 1: RT from Minor St. 9 12 ---------------------------------------------------------------------------------------------- Conflicting Flows 57 l otential Capacity 1005 edestrian Impedance Factor 1.00 ovement Capacity 1005 • Probability of Queue free St. 0.64 ltep_2:_LT_from Major_St·--------------------------~----------------~-------------------------- Conflicting Flows ~ otential Capacity edestrian Imp7dance Factor ovement Capacity Probability of Queue free St. 113 1489 1.00 1489 0.91 1--------------------------------------------------------------------------------------------- Worksheet 7a -Computation of the effect of Two-stage gap acceptance .. Step 3: TH from Minor St. .. Part 1-First Stage 8 11 ----------------------------------------------------------------------------------------------- Conflicting Flows IPotential Capacity Pedestrian Impedance Cap. Adj. factor due , Factor to Impeding mvmnt 103 814 1.00 1.00 581 503 1.00 0.91 Movement Capacity 814 459 Probability of Queue free St. 1.00 1.00 ----------------------------------------------------------------------------------------------- 1Part_2-_Second_Stage __________________________________________________________________________ _ Conflicting Flows 581 113 Potential Capacity 503 806 Pedestrian Impedance Factor 1.00 1.00 ,Cap. Adj. factor due to Impeding mvmnt 0.91 1.00 Movement Capacity 459 806 ----------------------------------------------------------------------------------------------- IPart 3-Single Stage -----------------------------------------------------------------------------------------------Conflicting Flows 684 694 Potential Capacity 374 369 • Pedestrian Impedance Factor 1.00 1.00 l eap. Adj. factor due to Impeding mvmnt 0.91 0.91 Movement Capacity 341 337 ----------------------------------------------------------------------------------------------- ' Result for 2 stage process: ----------------------------------------------------------------------------------------------- • a 0.98 0.98 y 4.01 0.36 C t 451 450 I.Probability of Queue free St. 1. 00 1. 00 ----------------------------------------------------------------------------------------------- -'Worksheet 7b -Computation of the effect of Two-stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1-First Stage 1----------------------------------------------------------------------------------------------- Conflicting Flows 103 581 Potential Capacity 916 528 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.91 1 Movement Capacity 916 482 ----------------------------------------------------------------------------------------------- 1Part_2-_second_Stage __________________________________________________________________________ _ Conflicting Flows 421 47 Potential Capacity 636 976 Pedestrian Impedance Factor 1.00 1.00 ·,Cap. Adj. factor due to Impeding mvmnt 0.91 0.64 Movement Capacity 581 626 ----------------------------------------------------------------------------------------------- 1Part_3-_Single_Stage __________________________________________________________________________ _ Conflicting Flows 524 628 • Potential Capacity 488 420 Pedestrian Impedance Factor 1.00 1.00 IMaj. L, Min T Impedance factor 0.91 0.91 Maj. L, Min T Adj. Imp Factor. 0.93 0.93 Cap. Adj. factor due to Impeding mvmnt 0.93 0.60 Movement Capacity 456 251 J ----------------------------------------------------------------------------------------------- Result for 2 stage process: el·wo.rksheet 10 delay, queue length, and LOS 0.98 3. 67 571 0.98 0.94 441 Movement 1 4 7 8 9 10 11 12 ,-------------------------------------:-------------------: : ___________________ : ______________ _ , _.,(vph) 'm(vph) v/c 130 1489 0.09 I 135 571 0.24 95% queue length - ontrol Delay 7.6 13.3 OS A B pproach Delay 11.3 360 1005 0.36 10.6 B 11 ,.J\pproaci>_LOs ____________________________________ ~---------------------------------------------- I ,. I } I .I I 1 I • I J I I , I , I • I , I .I I 1 I -- 1 • I J I I , Cannon Court Final Report 002598 ©Urban Systems Associates, Inc. APPENDIXB A. Signal Warrant Project Access at Cannon Road (Based on Existing+ Project Traffic) B. Conceptual Striping C. Conceptual Traffic Signal January 4, 2001 Page 1 of 5 2598 Appendix-010401 I , I • I , I I 1 I • I J I I ,. Plp2of2 APPBNDIXB Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-9 ---------------------------------------1-1182 Figure 9-4 TRAFFIC SIGNAL WARRANTS Avenida Encinas at Cannon Road (Baaed on Eatimated Average Daly Traffic -See Note) URBAN RURAL 35+ MPH Minimum Requirements EAOT Cannon Road Avenida Encinaa 1. Minimum Vehicular Vehicles per day an Vehicles per dqy on Satisfied X Not Satisfied major street (total of higher-volume minor bath approaches) street approach (one direction only) Number of lanes for moving traffic on each 9,247 ADT 6,460 ADT approach Urban Rural Urban Rural Major Street Minor Street 8,000 5,600 2,400 1,680 1 1 9,600 6,720 2,400 1,680 2 or more 1 9,600 1s.12oj 3,200 12,2401 X or more ___ }1__ __ 2 or more 2 8,000 5,600 3,200 2,240 1 2 or more : 2. lnteruptlon of Continuous Traffic Vehicles per day on Vehicles per day on major street (total of higher-volume minor Satisfied Not Satisfied both approaches) street approach (one direction only) Number of lanes for moving traffic on each approach Urban Rural Urban Rural Major Street Minor Street 12,000 8,400 1,200 850 1 1 14,400 10,080 1,200 850 2 or more 1 14,400 10,080 1,600 1,120 2 or more 2 or more 12,000 8,400 1,600 1,120 1 2 or more 3. Combination Satisfied Not Satisfied 2 Warrants 2 Warrants No one warrant satisfied, but followlng warrants fulfllled 80" or more 1 2 .CO-J 2598-AP-B.dwg I I I I I ---~~ --------~ D I'' l I \ "' / .... ,,,. < -- "\ , ........ .... -\ ... , -/ \ .... • I It I I , I :, 'I , ' :, t I l I I :J : t I I I I ' ; J I ltr--·· I (' Q I l ,, I • (m1 l I n .. L }ll l . ,. ri I I I t I -.......... _.., ;; -I I , I •• ) I .I C 0 I 1 I ._ I • I ~ I el I □ ·t !~~~~~~~- \ \ \~ .I - < __________ ;--7 -!!II .,;-' □ • -'--·-..,_ D .. -,.. Ji .. = ------~ -----_£_ -~ -i=ia.r----------=-------a:r-□ ,+-::-..:,,..._---,,..,_.,.,. CANNON ROAD LJ/ 0--..._ NO TURN ON RED ARROW R 13 (MOD.) 0@ 0@ 0 AVENIDA ENCINAS IIIAIIC fl£ MME: Uill-£1c: IJ.S.A. L cm5II 12-1-0D WV m-t - EIOST ........ _._ -·-., - PHASE OIAGRAIII FUMIIO ...... IHU..ID■MJ.Jlltllll!I. l~+~l~ l-tn!r'I----PER-Ell'llON PHASE SE0.JENCE -.i.na,._Rll.KIIII _ .. _ .. ,., ,r" DISlJHiCALlRM!IIIGNM.- t c:a«:EPlUAL 1JWflC SQIN. Pt,Nf ff. QfG20 40 -----CONCEPTUAL l1IAFFlC &aQNAL.1.AYOUT FOR: CANNON ROAD AT AVENIDA ENCJNA8 " I Cannon Court ©Urban Systems Associates, Inc. , Final Ree_ort Janua"JJ!._ 4, 2001 I Page 1 of20 • I APPENDIXC , Intersections Level of Service Worksheets For: I A. Buildout -Project .I B . Buildout + Project C. CMP -HCS Buildout I 1 I -- I • I J I ti I 002598 2598 Appendix-OJ 0401 , --------- _._ .___ • .., ,___,._ ._ .. ._ -· -.., -.a. ., 11111 --... ------ l)oo-3<1-S' ~ ?-S S' I l O.,. -1-Z.'f :. :?-=rt Bo-H' ICU All. A MOVE CAPACITY ~ 34.Iftsoc Ji ~Y¥°" ti' If¾~ --t rcu .tt:\ l lll i/0 ,/0~ .~i L0.8. No mlllQ•Uon A ICU Alt. B MOVE CAPACITY LO.S. _ Mldgallon ICU MOVE CAPACITY • ~. 1~fbo ib ~ll/4»00 ✓ IC,o/iP -\ .. LO.S._ MIIIQaHon ICU ,11, i'l°l • O"J . to_ ~ 60-tP ICU Alt. A MOVE CAPACITY (. 3:l¾gco tt ~~1~ ~ 13/ii0· -¼ L0.8. Ko tnl\loallon ICU ,Ii ,1_lf ,oCf ,to ,vl B ICU Alt. B MOVE CAPACITY L'l_.S. - Mitigation ICU 345-Jz.o: zs- , 1-:f" , 1--'f 1 :: 2. (p MOVE CAPACITY ~ 1.99/,yoo 1t· '1~/'fOtO ,: l({'('» ~ LO.S._ Mlllgalloa ICU • l :f .2.4 ,O'i .,~ -~ A 0 "ti .M:I~ -----URBAN S-YSTEMS-------------------------' .., .. • -'--·-_, -1111 -a. .. ... -· -., -• Bo+f ICU All. A ICU Alt. B MOVE CAPACITY ICU _ MOVE CAPACITY ICU L0.8. No mltlgaUon b(: LO.S. /f \ ~ Mldgallon Ave. frtci i'laJ @ U-nno~ (a._, .'lJ..,,.,-1, ('-'\ L0.9._ Mitigation . Bo+l° ICU All. A ICU Alt. B MOVE CAPACITY ICU MOVE CAPACITY ICU LO.S. No mlllaetlon L'l9-- Mitigation LO.S. Mldgallo11 ~ IIO 8CAU! \. 60-P ICU All. C APACITY ICU .{J A -----URBAN S.YSTEMS-----------------------__,,, ..a .. • -la -·-_, -• .. la .. ... -· -.., -.a. -;i£r-5'\3 _____ t~""'"\15:J- e,o-4-P ICU AIL A MOVE CAPACITY [CU ,r"" f.JiO/'¾J' di -.:av "'1-~ ~ J'l-_,,,, ~ CP) ] ,3,; g-o:> -\-.l'° (~ L0.8. No inltlgallon C .JJ.:I MOVE LO.S. Mldglllan ICU Alt B CAPACITY ICU ~·-5 '513 e C'.a--nV\-" ~ B ... ; \d...::>v\- M MOVE CAPACITY [CU ✓,. ::::l. ~~- ·J ISo/tri· ---, -k' .. LO.S._ Ml\lgetlon •11 ,·15 ,31 • l-<?.. .-:w- C B~-+P ICU Alt. A MOVE CAPACITY ICU "' ~~~ ,1_tf --"e,, 'ii»~ .'lO ----"r \s_¼, 'is1¾6')0, ;t3 I • -~ • /-O rn LO.S. K11 lllltlgallon C ICU Alt B MOVE CAPACITY ~ L<t,.8._ Mlllgatlcm ICU MOVE {i--_..,, (.", LO.S. Mlllgallon fr1 iCAPAClTY ICU .2Jl· 1o/'t0oo> .17 .z.) -4 '(0 -.~s C 0 "ti -----URBAN S.YSTEMS------------------------_,, .., ... -'--·-_, -.a -...... -· -_, -.a. ( ?fo5-{'/1 .• (1,):: [1.1., I~ 'LI .. t (1.; .-\!'})-: Bo-tP ICU All. A MOVE CAPACITY [CU _ MOVE CAPACITY ICU LO.S. No mtUgaUon JU C, LO.S. - Mltll)llllon I-5 B -e G--n t"\0,-.l Bu ;lJou-\-- LO.S._ Mllll)llllon A M ITY [CU B~ -ff' ICU Alt. A LO.S. No mltlgallan F B~P ICU Alt B MOVE CAPACITY ICU L'l,.8.- l.tltlgallon C PM ~ NO SCALI! 13-=>-f ~:~.5c...¼ L0.8. MIUgalla• ICU All. C ~ Q Ill ------URBAN S-YSTEMS-------------------------' ..a .. • -'--·-_, -• .. la -... -· -., -.a. <bo-+f ICU All. A MOVE CAPACITY , l~st»· ::::. l'-\~-> °) :,}.l1/,ioo ~ 3/v-:>v .-t L0.8. No mlllgallOII J);/ ICU .11- .3:t 'l'l.. .0 I ,l~ i~t. MOVE LO.S. Mlllgallon ICU Alt. B CAPACITY ICU MOVE .-. -=-__., "i J : LO.S. Mitigation CAPACITY l~~ 17L,... 1¾,n -(- ICU d't- .1~ • (1- pf I f,O ~~ C '@.o+f' ICU All. A ICU Alt. B MOVE CAPACITY ICU MOVE CAPACITY ICU LO.S. No mitigation D J, 110 8CAU! l f3o-P LO.S. MIUgattoa ~ G> Ill 0 ,. ----URBAN S-YSTEMS----------------------___, I I I· 1 t I I I I 1 I f -, -, I r r I 6°-!f ICU Alt. A MOVE CAPACITY [CU ~ 11}1300 ,() <,- ~ j!,:,C/~ ,2'1 ~ '30 /,sc:o .olf -L ,fo ~ L0.S. No IIIIUoaUon A _MOVE r ~ ') L0.S. MIUgatlon ICU Alt. B CAPApITY ICU IU/tj~ ID~ i~/S"{•~ I 2-1 ,s"'h&oD ,03 -t • /0 ~Lti A Car Cou,\-l-r.:1 @ U-nrio "- 8_, , l J .. ..., f 4 I' /JiJV\ J, llO 80I.I.E ,. l30-~ ICU Alt. C MOVE CAPACITY .. L0.S._ l.ltlgatlon ICU I I t 8<->-tf ICU Alt. A MOVE CAPACITY ICU r t:,'1/L'(lh .03 ~ iW>/5'/v<> I:, I ~ l'lS//3():) ,i)Lf- --+ ,J,o .53 L0.S. No nlloatlon A • I M J, 110 80.\IZ ,. ICU Alt. B 80-P ~ • ICUAI\.C MOVE CAPACITY [CU 6 ri 7'j111 ~ l(oto/ S"~" ") fll>."/(jn • ~ L'l_.S. - Mltloatlon .08 :;o .04 ,10 ';5--z.. A MOVE CAPACITY ' L0.S._ Mlllgatloa ICU • 0 'Tl ----URBAN S-YSTEMS----------------------- I .r • ala -la-•-J -.A .. la -._ -•-_, -A 6o-+f ICU All. A MOVE CAP~J:ITY [CU fir !''9'3"00 t'Uf- ~ i\l l 1/'fO°" ,U j "')~ ).,1 Jt.o--1 .o~ --t ,t~ ;{,f L0.8. No dUgaUOII J,t,:/ . MOVE LO.S. Mldgellan ICU All B CAPACITY ICU MOVE r.-. -'I:, _.._ ~.., .. L0.9. l,ltlgallon !CAPACITY ICU ,1.,'f ~\i&r"· .146 't,.\;,~uo .o(- -I ,(<> .1/I B f3D·ff ICU All. A ICU Alt B MOVE CAPAC_ITY ICU MOVE CAPACITY fl 1.,-r¾t,ci: l/ 0 .:!. l ;¥0/ .pl" .:~s '\"'> H¾ .. ..a-,14 ~ ,lo :-it LO.S. No llllllgatlaa 0 L'l,.S._ Mltlu•tlon ICU fM ~ lfOr~ (30-p MOVE ,? ➔ _.., 1\15 ' L0.8. IIUgalloll ICU Alt C CAPACITY ICU ,(0 \~% ...... . ~'f 'l•l13c.-· .zs -\: I ( c_ .':¥/ C "D > Ii> Ill 0 '11 ----URBAN S-YSTEMS----------------------~ HCS: Signals Release 3.lb Inter: CANNON/ CARLSBAD BLVD. lalyst: · USAI City/St: CARLSBAD Proj #: lBOAM te: 10/29/99 7W St: CANNON RD. Period: 2020 AM PEAK N/S St: CARLSBAD BLVD. SIGNALIZED INTERSECTION SUJ.v11'1ARY , I I Eastbound I Westbound I Northbound I Southbound I l Lanes ·I onfig I ume I •ane Width • 1 L 0 IOR Vol I ration 0.25 T 0 R I L T R I L I I 0 I 1 0 1 I 0 I L R I 1175 175 I 112.0 12.0 I I 0 I Area Type: All other areas T R I L T R I 2 1 I 1 2 0 T R I L T 500 200 1345 1100 12.0 12.0 112.0 12.0 0 I Signal Operations __ -=----=----=---~---- J-,.,..-a_s_e--:cc;:-o_mb.,.....,.i_n_a..,.t...,i_o_n___,l----c:2---3 . 4 5 6 7 8 Left NB Left Thru Thru A Right Right A Peds Peds Left A SB Left Thru Thru I Right P Right Peds Peds • Right A EB Right • Right WB Right Green 10.0 Yellow 4.0 .1 Red 1.0 A p A 20.0 4.0 1.0 A 25.0 4.0 1.0 iacie Length: 70.0 secs __ _,_ _______ Intersection Performance summary ______ .,-______ _ ire/ Lane Adj Sat Ratios Lane Group Approach Group Flow Rate Capcity (s) vie g/C Delay LOS Delay LOS Eastbound I 253 i tbound 792 N'orthbound 1770 1583 3725 1583 1330 905 .uthbound L 506 1770 rl 2661 3725 J I 4 I , Intersection Delay 0.73 0.23 0.40 0.23 0.72 0.44 = 8.0 0.143 Q.500 35.6 3.5 0.357 10.8 0.571 1.0 0.286 21.3 0. 714 0 .1 (sec/veh) D A B A C A 19.5 B 8.0 A 5.2 A Intersection LOS= A HCS: Signals Release 3.lb Inter: CANNON/ CARLSBAD BLVD. City/St: CARLSBAD Proj if : lBO.PM l;alyst: USAI te: 10/29/99 /W St: CANNON RD. Period: 2020 PM PEAK N/S St: CARLSBAD BLVD. SIGNALIZED INTERSECTION SUMMARY , Eastbound I Westbound l Northbound I Southbound lo. Lanes GConfig olume .Lane Width ITOR Vol uration L T 0 0 0.25 R I L T R I L I I 0 I 1 0 1 I 0 I L R I 1170 345 I 112.0 12.0 I I 0 I Area Type: All other areas T R I L T R I 2 1 I 1 2 0 T R I L T 950 160 1320 750 12.0 12.0 112.0 12.0 0 I =----=--:--,----,--,--~---=---Signal Operations __ =----=---=----=----- ' ase Combination 1 2 3 4 5 6 7 8 Left NB Left T~u T~u A Right Right A Peds Peds Left A SB Left Thru Thru I Right P Right Peds Peds • Right A EB Right -Right WE Right Green 10.0 Yellow 4.0 c.le Length: 70. O secs A I? A 20.0 4.0 1.0 A 25.0 4.0 1.0 l l Red 1.0 ~A_p_p_r~/--=L_a_n_e ___ -=-Intersection Performance Summary __ -::-----,--------Adj Sat Ratios _Lane Group Approach 1p ne Group Flow Rate Capcity (s) Eastbound I estbound 253 792 Northbound I 1330 905 •outhbound • 506 w 2661 1770 1583 3725 1583 1770 3725 v/c 0. 71 0.46 0.75 0.19 0.67 0.30 Intersection Delay= 10.3 J I I , g/C Delay LOS 0.143 0.500 34.2 4.2 0.357 14.9 0.571 0.9 0.286 19.5 0. 714 0 .1 C A B A B A Delay LOS 14.1 B 12.9 B 5.9 A (sec/veh) Intersection LOS= B l er: CANNON/ AVENIDA lyst: USAI e: 10/29/99 ~/W St: CANNON RD. HCS: Signals Release 3.lb ENCINAS City/St: CARLSBAD Proj it: 2BOAM Period: 2020 AM PEAK N/S St: AVENIDA ENCINAS SIGNALIZED INTERSECTION SUMMARY C. Mf , I Eastbound I Westbound I Northbound I Southbound I Lanes onfig ume .. ne Width I L I I 1 I L 140 112.0 I IR Vol ation 0.25 , se Combination Left Thru Right • I Peds Left Thru Right Feds • Right • Right ,reen :ii-1 ~:d T 2 TR 405 12.0 1 p A A 30.0 4.0 1.0 :lie Length: 97.0 R 0 100 0 Area 2 A A A A 25.0 4.0 1.0 secs I L T R I L I I I 1 2 0 I 1 I L TR I L 1400 285 185 150 112.0 12.0 112.0 I 0 I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right I Peds I SB Left I Thru I Right I Peds I EB Right I WB Right T 1 T 40 12.0 5 A p p 10.0 4.0 1.0 R I L I 1 I 1 R I L 300 1150 12. 0 112.0 0 I 6 p A A 12.0 4.0 1.0 7 T R 1 0 TR 35 35 12.0 70 8 --,----------~Intersection Performance Summary _____ _, ______ _ ''' e r/ Lane Adj Sat Ratios Lane Group Approach Group Flow Rate capcity (S) v/c g/C Delay LOS Delay LOS :astbound .1 547 ' 932 • tbound 547 903 orthbound I 219 243 767 et.ithbound t 182 202 1770 0.08 3615 0. 60 1770 0. 77 3505 0.55 1770 0.26 1961 0.17 1583 0.41 1770 0.87 1961 0.18 Intersection Delay= 27.0 J I 4 I , 0.309 16.9 B 0.258 25.4 C 24.8 C 0.309 27.9 C 0.258 24.6 C 26.1 C 0.124 37.6 D 0.124 34.8 C 13.5 B 0.485 6.4 A 0.103 72. 7 E 0.103 38.7 D 66.3 E (sec/veh) Intersection LOS= C / ler, CANNON/ AVENIDA lyst: USAI • e: -10/29/99 W St: CANNON RD. HCS: Signals Release 3.lb ENCINAS City/St: CARLSBAD Proj #: 2BOPM Period: 2020 PM PEAK N/S St: AVENIDA ENCINAS SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I Lanes onfig ume eane Width I L I I 1 I L 140 112.0 I IR Vol ration 0.25 Jse Combination Left Thru Right t Peds Left Thru Right Peds di Right • Right T 2 TR 360 12.0 1 p A A Green 30.0 Yellow 4.0 R 0 80 0 Area 2 A A A A 25.0 4.0 1.0 I Red 1.0 le Length: 97.0 secs I L T R I L I I I l 2 0 I 1 I L TR I L 1200 330 185 1150 112.0 12.0 112.0 I 0 I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right I Peds I SB Left I Thru I Right l Peds I EB Right l WB Right T R I L I 1 1 I 1 T R I L 40 400 1160 12.0 12.0 112.0 0 I 5 6 p A A A p p 10.0 12.0 4.0 4.0 1.0 1.0 7 T R l 0 TR 35 35 12.0 70 8 __________ Intersection Performance SUltlitl.ary __ --,,----,--------t re/ Lane Adj Sat Ratios Lane Group Approach Group Flow Rate Capcity (s) v/c g/C Delay LOS Delay LOS eiastbound I 547 934 -lo.rthbound 219 243 767 •uthbound 202 ~-, 182 1770 3624 1770 3524 1770 1961 1583 1770 1961 0.08 0.52 0.39 0.60 0.76 0.17 0.55 0.92 0.18 Intersection Delay= 28.5 .I I I , 0.309 16.9 B 0.258 24.3 C 23.7 C 0.309 18.9 B 0.258 25.4 C 23.5 C 0.124 59.2 E 0.124 34.8 C 22.9 C 0.465 7.4 A 0.103 85.1 F 0.103 38.7 D 76. 7 E (sec/veh) Intersection LOS= C HCS: signals Release 3.lb Inter: CANNON/ I-5 SOUTH RAMPS City/St: CARLSBAD Proj #: 3BOAM l lyst: USAI e: 10/29/99 St: CANNON RD. Period: 2020 AM PEAK N/S St: I-5 SOUTH RAMPS SIGNALIZED INTERSECTION SUMMARY , Eastbound ! Westbound I Northbound I Southbound I Lanes onfig ume Width Vol ation L 0 0.25 , se Combination Left Thru Right I Feds Left Thru Right Feds • Right .• Right :;reen T 2 T 675 12.0 l A A 20.0 Yellow 4.0 R 1 R 180 12.0 0 Area 2 A p A 20.0 4.0 l.O le Length: 105.0 secs I L T R ! L I I I 2 2 0 I 0 I L T I 1640 250 I 112.0 12.0 I I I Type: All other areas Signal Operations 3 4 I I NB. Left ! Thru I Right I Feds I SB Left I Thru I Right I Peds I EB Right I WB Right T 0 5 A A p 50.0 4.0 1.0 R 0 6 I L I I 1 I L 1885 112.0 I 7 T R 1 1 LTR R 1 885 12.0 12.0 0 8 I Red 1.0 c----,---~------=-Intersection Performance Summary _____________ _ ~ppr/ Lane Adj Sat Ratios Lane Group Approach .e Group Flow Rate lf Capcity (s) v/c g/C Delay LOS Delay LOS eastbound ~, 710 3725 302 1583 iestbound ' 654 3433 1596 3725 rorthbound I •uthbound , 843 1770 ,, 821 1724 . 769 1615 Intersection Delay J I el I , 1.06 0.66 1.03 0.16 0.88 0.83 0.64 = 46.9 0.190 85.5 0.190 44.1 0.190 79.1 0.429 9.3 0.476 20.9 0.476 16.3 0 .476 12 .2 (sec/veh} F D E A C B B 76.8 E 59.S E 17.0 B Intersection LOS= D l ter: CANNON/ I-5 alyst: USAI te: 10/29/99 E/W St: CANNON RD. HCS: Signals Release 3.lb SOUTH RAMPS City/St: Proj #: Period-: N/S St: CARLSBAD 3BOPM 2020 PM PEAK I-5 SOUTH RAMPS SIGNALIZED INTERSECTION SUMMARY , Eastbound I Westbound I Northbound I Southbound I. Lanes Config lume .. ane Width IOR Vol ration L 0 0.25 T R 2 1 T R 800 120 12.0 .12. 0 0 . Area I L T R I L I I I 2 2 0 I 0 I L T I 1850 415 I 112.0 12.0 I I I Type: All other areas T R I L T R I 0 0 I l l 1 I L LTR R 1815 1 300 112.0 12.0 12.0 I 0 Signal Operations_-------------=-----,--a-s_e_c_omb-e--.,..i-n_a_t_,_i_o_n_1 ___ 2 ___ 3 4 I 5 6 7 8 Left I NB Left Thru A I Thru Right P I Right Peds I Peds Left A I SB Left Thru ·· A A I Thru I Right I Right Peds I Peds • Right I EB Right • Right I WB Right Green 30.0 Red 1.0 30.0 4.0 1.0 l low 4.0 le Length: 120.0 secs A A p 45.0 4.0 1.0 .,,....--,--~L-a_n_e ___ -=-Intersection Performance Summary __ ....,.. ___ .,..-______ _ t re/ Adj Sat Ratios Lane Group Approach Group Flow Rate capcity (s) vie g/c Delay LOS Delay LOS Eastbound I 931 396 stbound 858 2018 )l'orthbound I •uthbound 3725 1583 3433 3725 ·1 664 1770 :. 701 1868 l 606 1615 Intersection Delay .I I -I I , 0.95 0.34 1.04 0.22 0.65 0.61 0.55 = 43.6 0.250 0.250 0.250 0.542 53.9 D 30.9 C 77.5 E 3.1 A C B C 50 ._9 D 53.1 D 20.6 C 0.375 20.7 Q.375 19.9 0.375 21.3 (sec/veh) Intersection LOS= D lter: CANNON/ I-5 alyst: USAI te: . 10/29/99 E/W St: CANNON RD. HCS: Signals Release 3.lb NORTH RAMPS City/St: Proj #=: Period: N/S St: CARLSBAD 4BOAM 2020 AM PEAK I-5 NORTH RAMPS SIGNALIZED INTERSECTION SUMMARY , I Eastbound Westbound I Northbound Southbound l Lanes onfig ume e:,ane Width OR Vol ration ! L f I 2 I L 1195 112.0 I 0.25 T 2 T 1365 12.0 Jase Combination l Left A Thru A Right I Feds Left Thru Right , Feds Right Right Green Red l low 30.0 4.0 l.0 120.0 R 0 Area 2 A A A 30.0 4.0 1.0 secs L T R I L I 0 2 1 I 0 TR R I 510 660 1380 12.0 12.0 I 0 I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right I Peds I SB Left I Thru I Right I Feds I EB Right I WB Right T 1 LT 1 12.0 5 A A A 45.0 4.0 1.0 R 2 R 1000 12.0 0 6 0.0 L T R 0 0 0 7 8 ! le Length: Lane Group Capcity Intersection Performance Adj Sat Ratios Summary ______ ,-______ _ Lane Group Approach Eastbound I 858 2018 1tbound 884 396 \J'orthbound -I 701 ~ 1045 e,uthbound I Flow Rate (S) 3433 3725 3535 1583 1868 2787 Intersection Delay= .I I el I , v/c 0.24 o. 71 0.92 1.05 0.57 l.01 36.0 g/C Delay LOS 0.250 0.542 0.250 0.250 28.1 5.6 49.0 94.9 0.375 19.0 0.375 52.2 C A D E' B D Delay LOS 8.4 A 64.5 E 43.1 D (sec/veh) Intersection LOS= D l er: CANNON/ I-5 lyst: USAI e: 10/29/99 ~/W St: CANNON RD. HCS: Signals Release 3.lb NORTH RAMPS City/St: Proj #: Period: N/S St: CARLSBAD 4BOPM 2020 PM PEAK I-5 NORTH RAMPS SIGNALIZED INTERSECTION SUMMARY , I Eastbound Westbound I Northbound Southbound I Lanes onfig ume eane Width R Vol ation I L I I 2 I L 1355 112.0 I 0.25 T 2 T 1260 12.0 , se Combination l Left A Thru A Right I Peds • Left Thru Right Peds • Right • Right 3-reen 'lll.ow Red le :i;,eng.th: 20.0 4.0 1.0 ,LLO. 0 R 0 Area 2 A A A 50.0 4.0 l.O ·.secs L T R I L I 0 2 1 I 0 TR R I 1470 735 1180 12.0 12.0 I 0 I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right I Peds I SB Left I Thru I Right I Feds I EB Right I WB Right T 1 LT 1 12.0 5 A A A 25.0 4.0 1.0 R 2 R 740 12. 0 0 6 0.0 L T R 0 0 0 7 8 1 -,-r-;.,.--------Intersection Performance summary ____________ _ ~ Lane Adj Sat Ratios Lane Group Approach , e Group Flow Rate ! Capcity-(s) v/c g/C Delay LOS Delay LOS ' nastbound :ti 624 ~. 2540 stbound 1693 l 720 Torthbound I 425 ~ 633 •uthbound I 3433 3725 3725 1583 1868 2787 0.60 0.52 0.91 1.08 0.45 1.23 Intersection Delay= 44.6 J I -1 I , 0.182 0 .. 682 0.455 0.455 0.227 0.227 36.8 0.2 20.5 68.9 D A C E 30.l C 151. 4 F 8.3 A 36.6 D 127.6 I!' (sec/veh) Intersection LOS= D t l ter: CANNON/ PASEO alyst: USAI te: 10/29/99 E/W St: CANNON RD. HCS: Signals Release 3.lb DEL NORTE SIGNALIZED City/St: Proj #-: Period: N/S St: CARLSBAD SBOAM 2020 AM PEAK PASEO DEL NORTE INTERSECTION SUMMARY , I Eastbound I Westbound I Northbound I Southbound I. Lanes config lume eI.ane Width OR Vol ration I L l \ 2 I L 1255 112.0 I 0.25 T 2 T 1480 12.0 , ase Combination 1 Left A Thru A Right A I Peds Left Thru Right Peds Right Right Green lllow l Red cle Length: 30.0 4.0 1.0 125.0 R 1 R 630 12.0 0 Area 2 A A A A 30.0 4.0 1.0 secs I L T R I L I I \ 2 3 1 I 2 I L T R I L 1220 755 95 1215 112.0 12.0 12.0 112.0 I 0 I Type: All other areas Signal Operations 3 A A 10.0 4.0 LO 4 I I I I I I I I I I I NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right T 1 TR 30 12.0 s A A A 20.0 4.0 1.0 R I L I 0 I 1 I L 30 180 112.0 0 I 6 A A A 10.0 4.0 1.0 7 T R 1 2 TR R 25 200 12.0 12.0 so 8 Intersection Performance ---,-----,::----------i pr / Lane Adj Sat Ratios summary _____ _, ______ _ Lane Group Approach ne Group Flow Rate p Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound J 1099 1937 823 ' stbound 275 1285 380 Northbound I 549 290 eouthbound 3433 0.24 3725 0.80 1583 0.85 3433 0.84 5353 0.62 1583 0.26 3433 0.41 1814 0.22 I 142 1770 0.59 157 1961 0.17 227 2842 0.74 .J I -I I , Intersection Delay= 24.0 0.320 21. 6 C 0.520 9.5 A 12.5 B 0.520 15.6 B 0.080 74.1 E 0.240 34.4 C 42.2 D 0.240 30~8 C 0.160 41.7 D 0.160 40.3 D 41.4 D E D 61. 6 E E 0.080 58.7 0.080 51.0 0.080 64.7 {sec/veh) Intersection LOS= C HCS: Signals Release 3.lb l ter: CANNON/ PASEO DEL NORTE alyst: USAI Date: 10/29/99 City/St: Proj J: Period: N/S St: CARLSBAD 5BOPM 2020 PM PEAK PASEO DEL NORTE , W St: CANNON RD. SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound---,-I -S..,..o_u_t:-:hb,..,.--o_u_n_d.,------,-- I. Lanes 1 L T R I L T R I L T R I L T R I 1_~---c:=---=--1 I 1---=-2--2:c----:l--I 2 3 1 I --2::-----::1=-----=0,-----1--1-:------::1:----=2-- lLGConfig lume I L T R I L T R I L TR I L TR R 1425 1350 225 f 125 1505 180 1555 60 85 1225 75 575 ne Width OR Vol 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 I o I o I o I 50 Du.ration 0.25 Area Type: All other areas Jase Combination 1 Signal Operations 2 3 4 I 5 6 7 Left A A I NB Left A Thru A A I Thru A I Right A A I Right A Peds I Peds Left A I SB Left A Thru A I Thru A .a Right A I Right A Feds I Peds Right I EB Right SB Right I WB Right leen 20.0 40.0 10.0 25.0 16.0 llow 4.0 4.0 4.0 4.0 4.0 l Red 1.0 1.0 1.0 1.0 1.0 cycle Length: 136.0 secs t;r/ Intersection Performance Summary Lane Adj Sat ne Group Flow Rate Grp Capcity (s) lstbound 757 3433 T 1506 3725 ) 640 1583 tbound 505 3433 1574 5353 R 466 1583 , thbound 631 3433 329 1789. rthbound 208 1770 231 1961 R 334 2842 I 4 I , Intersection Delay Ratios Lane Group Approach vie 0.59 0.94 0.39 0.26 1.01 0.41 0.93 0.46 1.14 0.34 1. 75 = 51. 5 g/C Delay LOS Delay LOS 0.221 39.8 D 0.404 33.6 C 32.9 C 0.404 16.1 B 0.147 45.8 D 0.294 58.9 E 55.0-D 0.294 28.4 C 0.184 66.l E 0.184 43.1 D 61.4 E 0.118 159.7 F 0.118 51.1 D 307.5 F 0.118 402.3 F (sec/veh) Intersection LOS= D 8 t l er: CANNON/ LEGO . lyst: USAI D e: 10/29/99 g/w St: CANNON RD. DR. HCS: Signals Release 3.lb City/St: Proj #: Period: N/S St: CARLSBAD 6BOAM 2020 AM PEAK LEGO DR. SIGNALIZED INTERSECTION SUMMARY ' Eastbound I Westbound I Northbound Southbound L T R I L T R I L T R L T R I Lanes onfig ume •• me Width 0 IR Vol ation 0.25 , se Combination Left Thru Right I Peds Left Thru Right Feds di Right • Right Green --1~:d 2 T 1115 12.0 1 A A 32.0 4.0 1.0 ~le Length: 107.0 1 R 405 12.0 0 Area 2 A A A 40.0 4.0 1.0 secs I I I 2 2 0 I 2 I L T I L 1875 1670 !255 112.0 12.0 112.0 I I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right l Feds I SB Left I Thru I Right I Feds I EB Right I WB Right 0 5 A A 20.0 4.0 1.0 1 R 50 12.0 0 6 0 0 0 7 8 ___ --,-_______ Intersection Performance Summary __ ....,..-----,,--------t re/ Lane Adj Sat Ratios Lane Group Approach Group Flow Rate Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound ' ' stbound 1393 592 1027 2681 Northbound J 642 296 eouthbound 3725 0.84 1583 0.76 3433 0.90 3725 0.66 3433 0.42 1583 0.18 0.374 23.3 C 23.3 C 0.374 23.4 C 0.299 36.1 D 0. 720 0.6 A 12.8 B b.187 32.9 C 32.7 C 0.187 31.3 C I J I Intersection Delay= 17.9 (sec/veh) Intersection LOS= B I .. I , Inter: CANNON/ LEGO DR. l lyst: USAI e: 10/29/99 St: CANNON RD. HCS: Signals Release 3.lb City/St: CARLSBAD Proj #:· 6BOPM Period: •2020 PM PEAK N/S St: LEGO DR. SIGNALIZED INTERSECTION SUMMARY , Eastbound I Westbound I Northbound southbound L T R I L T R I L T R L T R I. Lanes Config lume ane Width OR Vol ation 0 0.25 ' ase Combination Left Thru Right Peds I Left Thru Right Peds 2 T 1380 12.0 l A A I Right Right een 20,0 Yellow 4.0 1 R 285 12.0 0 Area 2 A A A 45.0 4.0 1.0 I I I 2 2 0 I l I L T I L 1370 945 1935 112.0 12.0 112.0 I I Type: All other areas Signal Operations 3 4 I I NB Left I Thru I Right I Peds I SB Left I Thru I Right I Peds I EB Right I WB Right 1 LTR 1 12.0 5 A A A 33.0 4.0 1.0 1 0 0 0 R 500 12.0 0 6 7 8 I Red 1.0 le L.ength: 113.0 secs __________ Intersection Performance Summary ______ __,,-------- ~ppr/ Lane Adj Sat Ratios Lane Group Approach -e Group Flow Rate ,-Capcity (s) vie g/C Delay LOS Delay LOS l:astbound I 1483 3725 0.98 0.398 37.4 D 630 1583 0.50 0 .396 14.9 B 33.4 C 'lestbound ' 608 3433 0.64 0.177 39.2 D 2308 3725 0.43 0.619 0.1 A lorthbound 11.1 B ' 517 1770 1.05 0.292 81.3 F ., 539 1847 0.92 0.292 49.6 D t 462 1583 l.02 0.292 77.1 E 4tuthbound 69.5 E I Intersection Delay= 38.5 (sec/veh) Intersection LOS= D J I -I I , I.