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CUP 99-30; Cannon Court; Conditional Use Permit (CUP) (6)
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 Keamy Villa Road, Suite 106 San Diego, Califomia 92123-1573 (858) 560-4911 Cannon Court ©Urban Systems Associates, Inc. TRANSPORTATION ANALYSIS TABLE OF CONTENTS Section Page I. 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 II. 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 i 2598-rpt-010401 4 I 1 I I I 1 Cannon Court ©Urban Systems Associates, Inc. Final Report ^ January 4, 2001 LIST OF FIGURES Number Page 1-1 Regional Location Map 1-2 m 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 J 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 ExistingPlusProject 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 I 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 H 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 I J I -I I 1 2598 ii 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. FinaJ^Re^iort^ LIST OF TABLES Number Page 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 Existing Plus Project Peak Hour Intersection Levels of Service 5-6 6- 1 Short-Term Future (Year 2005) Street Segment Levels of Service 6-3 6- 2 Short-Term Future (Year 2005) Intersection Levels of Service 6-7 7- 1 Buildout Plus Project Street Segments Levels of Service 7-3 7- 2 Buildout Plus Project Intersection Levels of Service 7-6 8- 1 Buildout (Year 2020) CMP Analysis Peak Hour Intersection Level of Service Summary 8-2 8-2 Existing Freeway Ramp Meter Operations With & Without Project 8-4 8-3 Existing Freeway Ramp Meter Operations With & Without Project 8-6 2598 iii 2598-rpt-010401 4 I 1 I I J I J I i I \ I I J I 4 I 1 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 1.0 INTRODUCTION 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 Govemments (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-010401 Cannon Court Fma^Re^or^^ ©Urban Systems Associates, Inc. Proj ect FIGURE 1-1 Cannon Court Project Location Map . CD-H 259a-ng1-1.dwg 2598 1-2 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 2.0 METHODOLOGY 2.1 CMP GUIDELINES 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 Govemments (SANDAG), 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 of 1-5 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 1-5 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-010401 Cannon Court ©Urban Systems Associates, Inc. 2.3 COMPUTER TRAVEL FORECASTS Computer travel forecasts used for the analysis of Year 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. 2595 2-2 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 2.6 CABRILLO POWER 45-ACRE "BACK PARCEL" 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 fiiture development of the back parcel. To accomplish this objective a separate technical evaluation of possible traffic generation was prepared and is summarized in fhis report. 2598 2-3 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 3.0 EXISTING CONDITIONS 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 Calfrans 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 1-5 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 fraffic 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 sfreet 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-010401 Cannon Court Fina^e^or^^ ©Urban Systems Associates, Inc. ^^^^^^^^^^^^^anuar^l^J^200^ 189,700 21,100 5.150- 18,900 LEGEND XX,XXX Source: CaiUbad 1999 Trafiic Momtoring Program XX,XXX ~ Source: SANDAG 1999 TrafiBc Vohmus Report XX.XXX ==NewoomilB 10/11/00 and 10/12/00 nGUKE3-l Cannon Court Existmg Average Daily Traffic Volumes CD-J 258fl-ng3-1C.dwg 2598 3-2 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 LEGEND 4M A 4-Lane M^or Arterial 4SA =4-LanB Secondaiy Arterial 3MA = 3-Lane Mqor Arterial 2M A - 2-Lane M^or Arterial ^ = Ensting Tnfite Signal -•- * Bxiating Stop Sign NO SCALE FIGURE 3-2 Camion Court Existing Lane Configurations & Street Classifications CI3-J 25g8-Rg3-2A.dwg 2595 3-3 2598-rpt-010401 Cannon Court Final^Re^ort^ ©Urban Systems Associates, Inc. January 4, 2001 TABLE 3-1 Existing Street Segment Level of Service Summary Location Classification Average Daily Volume Peak VPHPL Peak VHPL/ CPL LOS Avenida Encinas Cannon Road - 500 Ft. South 4SA 12,200 248 0.14 A Cannon Road Carlsbad Blvd - Avenida Encinas 4MA 5,000 228 0.13 A Avenida Encinas -1-5 4MA 9,700 227 0.13 A 1-5 - Paseo Del Norte 4MA 17,550 704 0.39 A Paseo Del Norte - Lego Dr. 4MA 12,150 454 0.25 A Lego Drive Cannon Rd. - Armada Dr. 4SA 7,000 293 0.16 A Carlsbad Boulevard Tamarack Ave. - Cannon Rd. 2MA 21,100 1,216 0.68 B Cannon Rd. - Cerezo Dr. 2MA 18,900 944 0.52 A 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 259&-Tab3-1B.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 3-4 2598-rpt-010401 Cannon Court FtnaUR^^or^^ ©Urban Systems Associates, Inc. January 4, 2001 3.1 INTERSECTIONS 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 fraffic signal interconnects, special striping and signing to keep intersections clear and special signal phasing when railroad preemption occurs. Appendix A includes existing conditions fraffic counts and levels of service worksheets. 2598 3-5 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 HGURE 3-3 Cannon Court Existing AM Peak Hour Traffic Volumes CO-J 2S98-Rg3-3D.d«g 25P5 3-6 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 HGURE 3-4 Camion Court Existing PM Peak Hour Traffic Volumes CO-J 25aB-Rg3-40.dwg 2598 3-7 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. ^^^^^^^^^^Januar^^OO^ TABLE 3-2 Existing Peak Hour Intersection Level of Service Summary Intersection Intersection Control AM Peak Hour PM Peak Hour Intersection Intersection Control ICU* LOS' ICU LOS Cannon Road / Carlsbad Boulevard Signal 0.39 A 0.73 C Cannon Road / Avenida Endnas' Stop 9.8 A 11.3 B Cannon Road /1-5 SB Ramps Signal 0.43 A 0.37 A Cannon Road /1-5 NB Ramps Signal 0.48 A 0.56 A Cannon Road / Paseo Del Norte Signal 0.57 A 0.61 B Cannon Road / Lego Drive Signal 0.40 A 0.30 A 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 2SS8-Tab3-2C.wpii/CD-J ^ ICU = Intersection Capacity Utilization ^ LOS = Level of Service ' HCS - HCS Calculations for stop signal control, delay in seconds. 2595 3-8 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 4.0 THE PROJECT TRIP GENERATION The project on 5.13 acres will consist of a 7,770 square foot quality restaurant, a 4,800 square foot sit down high tumover 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 sfreet at the north leg ofthe existing Caimon 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). 2595 4-1 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 SOURCE Site plan provided by J. Buza CoiporBtion CD-d 259B-ng4-iadwg HGURE 4-1 Project Site Plan 2598 4-2 2598-rpt-010401 Cannon Court FinahR^^or^^ ©Urban Systems Associates, Inc. TABLE 4-1 Project Trip Generation Use Amount Trip Rate* ADT AM Peak Hour FM Peak Hour Use Amount Trip Rate* ADT %* In/Out* In Out %* In/Out* In Out Restaurant A 4,800 SF 160 /KSF 768 8 61 5 : 5 31 31 8 61 6 : 4 37 25 (Sit down, high tumover) Restaurant B 7,770 SF 100 SF 777 1 8 6 ; 4 5 3 8 62 7 : 3 44 18 (Quality Sit down) Gas Station 16 STA 160 /STA 2,560 8 205 5 : 5 102 102 9 230 5 : 5 115 115 (With Mini-Mart) Resort 86 RMS 8 /RM 688 8 34 6 : 4 21 14 7 48 4 : 6 19 29 Hotel Totals 4,793 308 189 161 401 216 187 * = SANDAG, July 1998. TrafTic Generation Rates 2598 4-3 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 Figure 4-2 shows the proj ect only average daily and peak hour traffic assigned to the adj acent 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 ofthe 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 Avenida 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 ran 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 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 CM \ •«f CM LEGEND XX% ^DirBctknaldistnbntian widiout Cannen Road coiiipl^iQn X,XXX = Prpject only Avsage Daily TtafiSc (ADT) XX/XX -Prqject Only AM/FM: Peak Hour TrafiBc HGURE 4-2 Cannon Court Project Only Distribution of AM / PM Peak Hour & Average Daily Traffic . CO-J 2SaB-FTg4-2C.dwg 2595 4-5 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 5.0 EXISTING PLUS PROJECT CONDITIONS This section of the report evaluates fraffic 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 fraffic, 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 fraffic added. Table 5-2 shows existing plus project intersection peak hour levels of service compared to existing conditions. The Cannon Road/ Avenida Encinas intersection is recommended for 2598 5-1 2598-rpt-010401 Cannon Court Fina^mor^^ ©Urban Systems Associates, Inc. I 188.700 * 1.198- 180,888 17,560 + 1.438 18.988 12,150 + 1.188 13,348 11,160 + 858 164,100 + 718 164,818 5,150 + 478 HGURE 5-1 Cannon Court Existing + Project Average Daily Traffic Volumes CD-J 2S9B-ng5-1Cdwg 2595 5-2 2598-rpt-010401 4 I I I Cannon Court Final Report ©Urban Systems Associates, Inc. ^^^^^^^^^^^^^amar^^4^^00^ TABLE 5-1 Existing + Project Street Segment Level of Service Summary Location Classification Average Daily Volume Peak VPHPL Peak VHPL/ CPL LOS Avenida Encinas Cannon Road - 500 Ft. South 4SA 12,919 264 0.15 A Cannon Road Carlsbad Blvd - Avenida Encinas 4MA 5,719 243 0.14 A Avenida Encinas -1-5 4MA 13,055 301 0.17 A 1-5 - Paseo Del Norte 4MA 18,988 726 0.40 A Paseo Del Norte - Lego Dr. 4MA 13,348 471 0.26 A Lego Drive Cannon Rd. - Armada Dr. 4SA 7,479 300 0.17 A Carlsbad Boulevard Tamarack Ave. - Cannon Rd. 2MA 21,579 1236 0.69 B Cannon Rd. - Cerezo Dr. 2MA 19,140 955 0.53 A 2598-Tab5-1D.wpd/CD-J 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 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 2595 5-3 2598-rpt-010401 Cannon Court Fina^e^or^^ ©Urban Systems Associates, Inc. January 4, 2001 HGURE 5-2 Cannon Court Existing + Project AM Peak Hour Traffic Volumes CD-J 2598-Ftg5-2C.<ii»g 2595 5-4 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. ^^^^^^^^^^^^^Januai^^200^ Air (D IO IS Si HGURE 5-3 Cannon Court Existing + Project PM Peak Hour Traffic Volumes CO-J 259a-ng5-3C.dwg 2595 5-5 2598-rpt-010401 Cannon Court Fina^^^ort^ ©Urban Systems Associates, Inc. January 4, 2001 TABLE 5-2 Existing + Project Peak Hour Intersection Level of Service Summary Intersection Intersection Control AM Peak Hour PM Peak Hour Intersection Intersection Control ICU^ LOS' ICU LOS Cannon Road / Carlsbad Boulevard Signal 0.40 A 0.74 C Cannon Road / Avenida Encinas Signal 0.42 A 0.47 A Cannon Road /1-5 SB Ramps Signal 0.45 A 0.40 A Cannon Road /1-5 NB Ramps Signal 0.49 A 0.58 A Cannon Road / Paseo Del Norte Signal 0.58 A 0.62 B Cannon Road / Lego Drive Signal 0.41 A 0.30 A fe*" ".i" 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 259^Tab5-2C.wpd^I>J ^ ICU = Intersection Capacity Utilization ^ LOS = Level of Service 2595 5-6 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. signalization with project traffic added for this evaluation since fraffic 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/ Avenida 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 altemative land use assumptions for the 45 acre back parcel were developed jointly with City staff Alternative 1 assumed 15 acres of High Technology power plant plus 30 acres of Corporate Headquarters. This altemative results in a traffic generation of 3,450 daily trips. Alternative 2 assumed 15 acres ofHigh Technology power plant., 17.5 acres of Corporate Headquarters and 12.5 acres of Visitor Commercial. This altemative resulted in a traffic generation of 7,200 daily trips. Traffic generation from the back parcel when added to project traffic of4,793 daily trips results in the need for a two lane collector street if Alternative 1 were built and a four lane collector sfreet if Alternative 2 were built. The project proposes two lane improvements with widening to four 2595 5-7 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 lanes at the signalized intersection with Cannon Road. The project also reserves right of way for fiill 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 sfreet. Also, a traffic signal design concept may be found in the Appendix. As noted on the signal design concept sheet, a fraffic signal interconnect between the new signal and the CALTRANS ramp signal is also proposed. 2595 5-8 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. 6.0 SHORT-TERM FUTURE f^EAR 2005) CQNDITIONS 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 fraffic studies. In some cases the Year 2005 traffic model peak hour tums are lower than existing plus project. This is because the model is based on cumulative fraffic 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 fraffic 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 scenario. 2595 6-1 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. ^^^^^^^^Jaman^^W^ 22.000 26,000 16,000 Project \ N, 21,000 18,000 20,000 11,000 SOURCE Year200S CttyConnly - Carlabad Tnnrel Forecast and ai^MtinenlH baied on atiiithig counta. HGURE 6-1 Cannon Court Year 2005 Average Daily Traffic Volumes CO-J 2SgB-FIge-iadwg 2595 6-2 2598-rpt-010401 Cannon Court Fina^£^ort^ ©Urban Systems Associates, Inc. TABLE 6-1 Year 2005 Street Segment Level of Service Summary Location Classification Average DaUy Volume Peak VPHPL Peak VHPL/ CPL LOS • • Avenida Encinas Cannon Road - 500 Ft. South 4SA 14,000 295 0.16 A Cannon Road Carlsbad Blvd - Avenida Encinas 4MA 8,000 258 0.14 A Avenida Endnas -1-5 4MA 15,000 385 0.21 A 1-5 - Paseo Del Norte 4MA 26,000 1,052 0.58 A Paseo Del Norte - Lego Dr. 4MA 18,000 775 0.43 A Lego Drive Cannon Rd. - Armada Dr. 4SA 9,000 475 0.26 A Carlsbad Boulevard Tamarack Ave. - Caimon Rd. 2MA 22,000 1,275 0.71 C Cannon Rd. - Cerezo Dr. 2MA 20,000 1,010 0.56 A 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 2S9a-Tab6- ID.wpd/CC^ 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 2595 6-3 2598-rpt-010401 Cannon Court Fina^e^or^^ ©Urban Systems Associates, Inc. January 4, 2001 6.2 INTERSECTIONS Figures 6-2 and 6-3 show Year 2005 AM and PM peak hour fraffic volumes with project fraffic included. Table 6-2 shows intersection peak hour levels of service with and without project fraffic. 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 1-5 Cannon Road freeway ramps create the need for special fraffic 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 fraffic operations measures which should be considered for implementation are: 1. Interconnect of the new project access fraffic signal at Avenida Encinas and the freeway ramp. 2. Railroad preemption for the Avenida Encinas fraffic signal - this should be provided with the installation of the fraffic signal. 2595 6-4 2598-rpt-010401 4 1 1 1 I f 1 J I 1 I li Cannon Court Final Report ©Urban Systems Associates, Inc. HGURE 6-2 Camion Court Year 2005 + Pioject AM Peak Hour Traffic Volumes CD-J 259B-Flg6-2B.dwg 2595 6-5 2598-rpt-010401 4 I I I f I S I t I I I JH I 4 I 1 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 HGURE 6-3 Camion Court Year 2005 + Project PM Peak Hour Traffic Volumes CD-J 259B-ngft-3C.dwg 2595 6-6 2598-rpt-010401 TABLE 6-2 Co I Year 2005 Peak Hour Intersection Level of Service Summary Intersection Intersection Control Without Project With Project Intersection Intersection Control AM Peak PM Peak AM Peak PM Peak Intersection Intersection Control ICU* LOS' ICU LOS ICU LOS ICU LOS Cannon Road / Carlsbad Boulevard Signal 0.52 A 0.76 C 0.53 A 0.77 C Cannon Road / Avenida Encinas Signal 0.52 A 0.49 A 0.55 A 0.50 A Cannon Road /1-5 SB Ramps Signal 0.66 B 0.56 A 0.68 B 0.59 A Cannon Road /1-5 NB Ramps Signal 0.62 B 0.80 C 0.65 B 0.81 D Cannon Road / Paseo Del Norte Signal 0.77 C 0.76 C 0.78 C 0.78 C Cannon Road / Car Country Drive Signal 0.52 A 0.49 A 0.53 A 0.51 A Car Country Drive / Lego Drive Signal 0.46 A 0.53 A 0.47 A 0.55 A '- —^ ' ^'— • " ^ L— ,\ 1— ' '' • ti o 2598-Tab6-2B.wpd/CD-J Oo 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 ' ICU = Intersection Capacity Utilization ' LOS = Level of Service ? a t TO a a' si-s' ^ ^ 5- Co CS tr< Cannon Court ©Urban Systems Associates, Inc. Final Report 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 Avenida Encinas traffic signal. 4. Special preemption phasing for the Avenida Encinas fraffic signal to permit south to east, west to south and north to east movements during preemption. To be incorporated into the fraffic signal design. 5. Dual west to southbound left tums on Cannon Road at Avenida Encinas, subj ect 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 ofthe concepts discussed above. 2595 6-8 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 7.0 BUILDOUT fYEAR 2020) CQNDITIONS 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 sfreet 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 1-5 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. 2595 7-1 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. Jantiary_4j^00]_ 18,000 20,000 22,000 238,000 SOURCE Year 2020 City/County - CatldMd Trannortatkm and a^ynsted baaed on Year 2005 model &ncaat Forecast HGURE 7-1 Cannon Court Buildout (Year 2020) Average Daily Traffic Volumes CO-J 259&-Fig7-1A.<iwg 2595 7-2 2598-rpt-010401 Cannon Court FirmURe^ort^ ©Urban Systems Associates, Inc. January 4, 2001 TABLE 7-1 Buildout (Year 2020) Street Segment Level of Service Summary Location Classification Average Daily Volume Peak VPHPL Peak VHPL/ CPL LOS ,,-" . Avenida Encinas Cannon Road - 500 Ft. South 4SA 15,000 295 0.16 A Cannon Road Carlsbad Blvd - Avenida Encinas 4MA* 8,000 275 0.15 A Avenida Encinas -1-5 4MA 18,000 460 0.26 A 1-5 - Paseo Del Norte 4MA 30,000 1185 0.66 B Paseo Del Norte - Lego Dr. 4MA 28,000 905 0.50 A Lego Drive Cannon Rd. - Armada Dr. 4SA 16,000 965 0.53 A Carlsbad Boulevard Tamarack Ave. - Cannon Rd. 4MA 20,000 725 0.40 A Cannon Rd. - Cerezo Dr. 4MA 22,000 640 0.35 A Legend 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 259a-Tab7-1A.wpd/CD-J LOS ICU (Ll 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 * EB Only one lane (Carlsbad Boulevard - El Arbol Drive) 2595 7-3 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. Year 2020 Cadsbad Modd Phis Proiect IniMct Stndies in Oe Vidnity HGURE 7-2 Cannon Court Buildout (Year 2020) AM Peak Hour Traffic Volumes . CD-J 25a8-Fig7-2C.dwg 2595 7-4 2598-rpt-010401 Cannon Court Final Report ©Urban Systems Associates, Inc. ^^^^^^^^^^^^anuar^^4^00^ Year2020 Cailibad Model Plus Project loqMct Studies in fte Vidnity HGURE 7-3 Cannon Court Buildout (Year 2020) PM Peak Hour Traffic Volumes CD-J 2S98-ng7-3B.dwg 2595 7-5 2598-rpt-010401 TABLE 7-2 Oo I Os Oo <5 Buildout (Year 2020) Peak Hour Intersection Level of Service Summary Intersection Intersection Control Without Project With Project Intersection Intersection Control AM Peak PMPeak AM Peak PMPeak Intersection Intersection Control ICU* LOS^ ICU LOS ICU LOS ICU LOS -JL. /• Cannon Road / Carlsbad Boulevard^ Signal 0.56 A 0.60 A 0.58 A 0.61 B Cannon Road / Avenida Encinas Signal 0.64 B 0.56 A 0.69 B 0.63 B Cannon Road /1-5 SB Ramps Signal 0.74 C 0.75 C 0.78 C 0.77 C Cannon Road /1-5 NB Ramps* Signal 0.73 C 0.73 C 0.75 C 0.74 C Cannon Road / Paseo Del Norte Signal 0.71 C 0.86 D 0.72 C 0.88 D Cannon Road / Car Country Drive Signal 0.48 A 0.52 A 0.49 A 0.53 A Car Country Drive / Lego Drive Signal 0.68 B 0.79 C 0.68 B 0.81 D • -- 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 * ICU = Intersection Capacity Utilization ^ LOS = Level of Service ^ Carlsbad Boulevard widened to 4-lanes by city CLP. * Dual right turn lanes WB to NB assumed. - a 9 CJ- a f 3 Co I Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 8.0 CONGESTION MANAGEMENT PROGRAM (CMP) As required by State of Califomia 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 ofthis report. The ramp intersections with Carmon Road /1-5 have also been evaluated. Both sfreet 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 fraffic contribution to Interstate 5 main lanes is less than the 150 peak hour frips 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. 2595 8-1 2598-rpt-010401 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 PMPeak Hour Intersection Intersection Control Delay LOS' Delay LOS Cannon Road / Carlsbad Boulevard Signal 8.0 A 10.3 B Caimon Road / Avenida Encinas Signal 30.8 C 31.9 C Caimon Road /1-5 SB Ramps Signal 46.9 D 43.6 D Cannon Road /1-5 NB Ramps Signal 36.0 D 44.6 D Cannon Road / Paseo Del Norte Signal 24.0 C 51.5 D Cannon Road / Lego Drive Signal 17.9 B 38.5 D 2598-Tab8-1B.wpd/CD-J LOS Total Control 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: 1997 Update of 1994 Highway Capacity Manual LOS = Level of Service 2595 8-2 2598-rpt-010401 Cannon Court Final Report RAMP METER EVALUATION ©Urban Systems Associates, Inc. January 4, 2001 The ramp metering procedure used by Calfrans is based on a case-by-case approach as ramp meter systems are implemented in the various freeway corridors. When the full 1-5 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 fraffic management center where computer software interprets the real time field data and the entire system is adjusted to maximize through put ofthe overall freeway system). The metering flow rates provided by Caltrans 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 tme for lane groups 2 and 3. Therefore no queue would develop. 2598 cjd 2598-rpt-120400 Cannon Court ©Urban Systems Associates, Inc. January 4, 2001 TABLE 8-2 Ramp Meter Operations - Peak Hours 10/23/00 1. SoutliboiindOnAMFrakHour 1 Caimon Group 11 1 Veh* 2 Veh* 3 • Veli= Titne: ->SB ^on 11 3 Cyc= 52 cyc= 21 Cyc.= 830 to 930 S Tuesday Bufr 213 0 Veh/Cyc« 0 Veh./Cyc= 0 V€h/Cyc= 10-24-2000 56 .0000 .0000 .0000 Vio« Vio« Vio« 0 0 0 Vio/Cyci Vio/Cyci 1 ,0000 .wOXXtlO .0000 134 Records, 134 Xmits, 134 Recvs, Bufr #»** 1. NortliboandOnAMPeakHour Not Metered 3. Sontbboand On PMPeak Hour 1Cannon Rd Group 11 1 Veh- 2 Veh= 3 Vehs b-on JLI 23 Cyc= 2a 234 cyc- iaa. 163 Cyc« 97 TilHfi: 1700 th X&.m 5 Monday , Bufr 213 Veh/Cyc» Veh/Cyc= 10-23-2000 1.1667 l.?«€3 1.6804 V±o= Vlo- S6 0 -8 2 Vio/Cycf '7io/Cycs» Vio/Cycj» il .0000 .0611 .0206 134 Records., _134 JCsaits, 134 -Aaevfi, a&fx #-** 4. Nortibbound On PMPeak Hour 1 Cannon Rd. Group 14 1 Veh« 2 Veh= 3 Veh- ->NB 5 Monday Con 1 Bufr 212 ' 173 Cyc= lis Veh/Cyc- 1.4914 572 Cyc- 29S Veh/Cyc= 1.9195 545 Cyc= 296 Vell/Cyc= 1,8412 Time: 1700 to IBOO 10-23-2000 Vio= Vio- Vio« 36 10 11 9 vio/cyc^i Vio/Cyc*i Vip/Cyc= 0862 ,0369 0304 134 Records, 134 Xmi1:s, 134 TlecvB, Bvlfr t-** SOURCE Caltiaos TisiiifpiWtatifflt MFanf^^**^**!^ Confir CD-J 2S9a-TABa-2.dwg 2595 8-4 2598-rpt-010401 4 I 1 Cannon Court ©Urban Systems Associates, Inc. Final Report 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 ofthe 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 ofthe 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 4 I 1 Cannon Court Final Report ©Urban Systems Associates, Inc. January 4, 2001 TABLE 8-3 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 Blow Demand Delay Queue Queue Location Peak D F E (MIN) Q(FT) D Demand F E (MIN) Q(FT) (FT) ' • '',''., 'f _\ • ' " • 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 , . ' ., ' 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 Dennmd Delay Qnene Queue Location Pealc D F E (MIN) Q(FT) D Demand F E (MIN) Q(FT) (FT) [iirfSiiilll' 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 2500 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 CD-J 2598-TABa-2A.wb3 2598 cjd 8-6 2598-rpt-120400 Cannon Court Fina^e^or^^ ©Urban Systems Associates, Inc. January 4, 2001 9.0 CONCLUSION AND RECOMMENDATIONS 9.1 EXISTING CONDITIONS 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 sfreet 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. 2595 9-1 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 9.4 BUILDOUT (YEAR 2020) CONDITIONS The recently completed Cannon Road/1-5 interchange improvements of widened Caimon Road, widened ramps and ramp signalization were designed to accommodate a twenty year projection of fiiture 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 sfreet 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 horn- 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 frips are very low as compared to total trips. 2598 9-2 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. 10.0 REFERENCES San Diego Region Traffic Engineer's Council (SANTEC) and Institute of Transportation Engineers (ITE), Califomia Border Section, Guidelines for Congestion Management Program TCMP) Traffic Impact Report. SanDiego, CA (1993) Transportation Research Board, 1994 Highwav Capacity Manual Special Report, Washington, DC (1994) 2595 10-1 2598-rpt-010401 1 •I I 1 Cannon Court ©Urban Systems Associates, Inc. Final Report ,„ . . 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 Proiect Engineer Sam P. Kab, 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 WiUiams 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 of law as well as changes in regulations, policies, guidelines and procedures. Urban Systems and their professionals make no warrant, either express or implied, regarding our fmdings, recommendations, or professional 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 ofthis 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 ofa manner consistent with that level of care and skill ordinarily exercised by members ofthe 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 ofany liability, responsibility or duty for subsequent questions, claims, or damages. 2595 11-1 2598-rpt-010401 Cannon Court ©Urban Systems Associates, Inc. Final Report 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 002595 2595 Appendix-010401 Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Location Number Segment Segment Location Summer 1995 ADT Peak LOS Summer 1996 ADT Peak LOS Summer 1997 ADT Peak LOS Summer 1998 ADT Peak LQS Summer 1999 ADT Peak LOS I I El Camino Real Plaza IMve aod Mairon Road 31,580 A 32,345 A 33.220 A 36,321 A 35,815 A 2 El Camino Real Tamarack Avenue and Kelly Drive 22,730 A 23,945 A 26,615 A 27,474 A 30,254 A 3 Carlsbad Village Dr. Pontiac Drive and Victoria Avenue 5,075 A 5,180 A 5,245 A 5,479 A 8,184 A 4 El Camino Real Fanday Avoiue and Palomar Airport Road 25,150 A 26,475 A 29.445 A 30.9% A 31,674 A 5 Palomar Airport Rd. Paseo del Norte and Armada Drive 42.895 A 52.811 A 53,202 A ' Carlsbad Blvd. State Street and Mountain View Drive 14,285 A 13,250 A 12.910 A 15.133 A 15,480 A i- Carlsbad Blvd. Cannon Road and Cerezo Drive 14,715 A 15.065 A 14,515 A 16,832 A 18,784 A 8 Carlsbad Blvd. Island Way and Poinsettia Lane 13.505 A 12,200 A 15.470 A 14,714 A 16,084 A 9 Rancbo Sanla 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. Questhaven Road and Cadencia Street 19,755 A 20,500 A 20,995 A 22,448 B 25.126 C n Rancho Santa Fe Rd. Olivenhain Road and Avenida La Posta/Calle Acervo 11.520 A 11.305 A 11,785 A 11,538 A 14,191 A 12 El Camino Real Arenal Road and Costa Del Mar Road 30.450 A 30.715 A 32,565 A 34.199 A 35,532 A 13 Carlsbad Blvd. >>oinsi8rtlia Lane and La Costa Avenue 15,010 A 12.175 A 14.870 A 14,970 A 16,492 A 14 Poinsettia Ln. Paseo 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 Et Fuwte Street 7,870 A 7.860 A 8.165 A 9,014 A 8,988 A 16 Paseo Del Norte Palomar Aiiport Road and Car Countiy Drive 6.140 A 6.185 A 16,086* A 15,155 A 17 La Costa Ave. Romeria Slreet and Cadencia Street 11,395 A 11.280 A 11.370 A 12,231 A 11,884 A 18 E! Camino Real Camino Vida Robie and Cassia Road 23,415 A 25,150 A 28,070 A 28.486 A 28.568 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 Paseo Del Norte Camino del Parque (Nortfa) 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 Barcelcma 24,770 A 25,905 A 30.220 A 33,995 A 35,148 A 22 Palomu Aiiport Rd. El Camino Real and El Fuerte Street 36.220 A 37.610 B 41.450 B 46.508 C 45,343 B 23 Palomar Airport Rd. Melrose Drive and Business Paik Drive 34,615 B 37.925 C 40,545 D 45.510 D 46,485 A 24 Palomar Airport Rd. Yanow Drive and El Camino Rea] 22,625 A 24,395 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 Slreet 25,185 A 26,505 A 30.415 A 33,813 A 33.686 A * Inertatt Att to ntw dtvtiopmmt, ehongt tn count locMttm or a eonthinatton thts^foctorM. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 MID-BLOCK COUNT SUMMARY Number: 7 Location: Carlsbad Boulevard Between Cannon Road and Cerezo Drive Contents: NB 15 Minute Volume Count Report SB 15 Minute Volume Count Report NB Weekly Summary Report SB Weeldy Summary Report 24-Hour Volume Plot Day 1 24-Hour Volume Plot Day 2 Page 1 2 3 4 5 6 • r I-X .-.I I INI .>i .<. ><. ;if;>. 1 I Weekly Summary Report Generated by MSC3000 Version 2.01 Copyright 1990-1992 Hitron Systeins Corporation Location Carlsbad Blvd.: Cannon Rd. to Cerezo Dr. Location Code 0799 'County San Diego County Recorder Set 07/17/99 10:13 Recording Start ... 07/20/99 00:00 Recording End 07/22/99 00:00 Sample Time 15 Minutes Operator Number ... 8772 Machine Number .... 349 Channel 1 Recorder Mode Volume of July 18, 1999. Channel; 1 Direction: N End 18 19 20 21 22 23 24 Wkday Daily Time Sun Mon Tue Wed Thu Fri Sat Ava. Aver. 01:00 24 38 31 31 02 : 00 26 19 23 23 03 : 00 13 9 11 11 04 : 00 8 13 11 11 05 :00 9 16 13 13 06 : 00 52 40 46 46 07: 00 126 154 140 140 08 :00 256 249 253 253 09 : 00 348 367 358 358 10 : 00 380 395 388 388 11: 00 512 496 504 504 12 : 00 574 596 585 585 13 :00 682 688 685 685 14:00 748 675 712 712 15 : 00 642 661 652 652 16 : 00 786 831 809 809 17 :00 866 1088 977 977 18 : 00 883 1072 978 978 19:00 657 717 687 687 20 :00 562 600 581 581 21 : 00 373 386 380 380 22 :00 210 238 224 224 23 : 00 140 130 135 135 24 : 00 74 89 82 82 Totals 8951 9567 9259 9259 % Avg Wkday % Avg Day 96.7 103.3 96.7 103 .3 AM Peak Hr AM Count 12:00 12:00 574 596 PM Peak Hr PM Count 18:00 17:00 883 1088 V^eekly Summary Report Generated by MSC3000 Version 2.01 Copyright 1990-1992 Hitron 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 of July 18, 1999. Channel: 1 Direction: S End 18 19 20 21 22 23 24 Wkday Daily Time Sun Mon Tue Wed Thu Fri Sat Ava. Ava. 01:00 39 37 38 38 02 :00 21 16 19 19 03 : 00 10 13 12 12 04 : 00 17 10 14 14 05 : 00 20 22 21 21 06 : 00 102 101 102 102 07 :00 467 464 466 466 08 : 00 585 596 591 591 09 : 00 485 540 513 513 10 :00 462 514 488 488 11 :00 542 597 570 570 12 :00 609 598 604 604 13 :00 754 735 745 745 14 : 00 749 726 738 738 15 : 00 634 703 669 669 16 : 00 691 650 671 671 17 : 00 623 604 614 614 18 :00 694 676 685 685 19 : 00 557 615 586 586 20:00 544 535 540 540 21: 00 416 413 415 415 22 :00 213 241 227 227 23:00 127 144 136 136 24 :00 56 83 70 70 Totals 9417 9633 9525 9525 %• Avg Wkday 98 .9 101.1 % Avg Day 98 .9 101.1 AM Peak Hr 12 :00 12 :00 AM Count 609 598 PM Peak Hr 13 :00 13 :00 PM Count 754 735 Volume Count Report 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 10:13 Recording Start ... 07/20/99 00:00 Recording End 07/22/99 00:00 Sample Time 15 Minutes Operator Number ... 8772 Machine Number .... 349 Channel 1 Divide By 2 Summation No Two-way No Tuesday 07/20/99 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 24 26 13 8 9 52 126 256 348 380 512 574 682 748 642 786 866 883 657 562 373 210 140 74 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 1 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 M Peak Hour 11 :00 to 12 :00 {574 vehicles) AM Peak Hour Factor 8 9.1% ,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 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 1 4 5 20 50 65 98 104 149 152 168 175 189 213 277 235 152 149 56 50 28 10 AM Peak Hour 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 Movina 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 Volume Count Report 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 Nuraber .... 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 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 LM Peak Hour 11 :00 to 12 : 00 (609 vehicles) AM Peak Hour Factor 94.0% 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 9633 37 16 13 10 22 101 464 596 540 514 597 598 735 726 703 650 604 676 615 535 413 241 144 83 13 3 5 1 4 8 80 144 136 124 142 137 164 189 167 148 135 174 143 131 117 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 M Peak Hour 10 :45 to 11 :45 (620 vehicles) M Peak Hour Factor . 90 .6% M Peak Hour 12 :30 to 13 :30 (786 vehicles) PM Peak Hour Factor 91.4% 24-Hour Movina 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 •11 zy-f ITA*. it.C3i:.tt :J-> 24-Hour Volume Plot Carlsbad Boulevard Between Cannon Road and Cerezo Drive 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 08:00 841 09:00 833 10:00 842 11:00 1054 12:00 1183 13:00 1436 14:00 1497 15:00 1276 16.00 1477 17:00 1489 18:00 1577 19:00 1214 20:00 1106 21:00 789 22:00 423 23.00 267 24:00 130 Total 18368 Tuesday, July 20, 1999 Carisbad Boulevard Between Cannon Road and Cerezo Drive 7/20/99 3000 Si > 2750 2S00 2250 2000 1750 1500 1250 1000 750 500 250 0 I ^ i s 5N 8 8888888S888888S88S88S888 S 8 fi R ^ Tinne * - Volumes reprasent combined tofate of both duecUons. •I 24-Hour Volume Plot Carlsbad Boulevard Between Cannon Road and Cerezo Drive 21 End Time 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 Wednesday, July 21, 1999 Carlsbad Boulevard Between Cannon Road and Cerezo Drive 7/21/99 3000 I 2750 2500 2250 2000 S 1750 * 1500 O * 1250 1000 750 500 250 0 ^ 8 f^l R S 888888888888888888888888 8 S R n Time * - Volumes represent comMned totals of both directions. d 3 Cal avt Lak I I |/I^L/a Hedionda Lagoon J 14if 1 1^ wm ARLSBAD )0 12,000 p. Macario County Park sfiifBfiSL,. .„, 1 B iiill Alnrun.1 , 40 CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Cannon Road Northbound Ramps Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 il-^ j. cmr OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Cannon Road Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Pages Cily: Cnbbad btenection of: N/S Street: I-S Southbound Ruapt E/WSlreet: CannonKoad VRPA TURNING MOVEMENT ANALYSIS FSe: Int.# 42 Dau CoUected by Page 1 of 3 Count Dates: ft/lQ/99 8/25/99 End of IS min. prd. Days: Toeada^/Wedneaday Wealher: Sunny South Approach (NB) Left tr-Tm Thra R^it Peda North Approach (SB) Lefl U-Tm Thro R^it Peda Mike, Richard Traffic Control: Signalized Weat Approach (EB) Left U-Tm Thru Right Peda East Approach (WB) Left U-Tm Thm Right Peda ISmin Total Vehicles Peds 6:IS AM 0 0 0 0 0 21 0 0 16 0 0 0 9 2 1 0 16 0 0 65 1 630 AM 0 0 0 0 0 46 0 0 29 0 0 0 17 0 2 0 0 15 0 0 107 2 6:43 AM 0 0 0 0 0 71 0 0 36 0 0 0 40 0 0 0 0 19 0 0 166 0 7:00 AM 0 0 0 0 0 94 0 1 42 0 0 0 52 1 2 0 0 18 0 0 208 2 7:15 AM 0 0 0 0 0 99 0 0 41 0 0 0 42 1 1 0 0 8 0 0 191 1 7:30 AM 0 0 0 0 0 159 0 1 52 0 0 0 82 0 3 2 0 12 0 5 308 8 7:45 AM * 0 0 0 0 0 213 0 0 56 0 0 0 61 0 1 4 0 24 0 0 3S8 1 li:00 AM • 0 0 0 0 0 18S 0 0 86 0 0 0 90 0 0 0 0 31 0 0 392 0 S:IS AM * 0 0 0 0 0 179 0 0 64 0 0 0 106 0 0 2 0 25 0 1 376 1 8:30 AM * 0 0 0 0 0 141 0 0 80 0 0 0 66 0 0 3 0 43 0 0 333 0 8:4S AM 0 0 0 0 0 110 0 0 62 0 0 0 85 0 0 8 0 33 0 0 298 0 9.00 AM 0 0 0 0 0 131 0 0 38 0 0 0 64 2 1 14 0 33 0 0 289 1 Max. ISmin 0 0 0 0 0 213 0 1 86 0 0 0 106 2 3 14 0 43 0 5 392 8 Ptlfr. Vol 0 0 0 0 0 718 0 0 286 0 0 0 323 0 1 9 0 123 0 1 1459 2 7:30 AM Peak Inteneclion TiafBc in Pk. Hr. = 1459 Peak Hr. Faclor 0.93 8:30 AM Hour lutoaection Pdstma in Pk. Hr. = 2 3:45 PM 0 0 0 0 0 80 0 0 25 0 0 0 80 14 0 43 0 45 0 0 287 0 4:00 PM 0 0 0 0 0 77 0 0 33 0 0 0 99 16 0 55 0 96 0 0 376 0 4:15 PM 0 0 0 0 0 55 0 0 30 0 0 0 96 18 0 38 0 73 0 0 310 0 430 PM 0 0 0 0 0 57 0 1 23 0 0 0 68 12 0 30 0 58 0 0 249 0 4:45 PM 0 0 0 0 0 59 0 0 38 0 0 0 87 8 0 49 0 31 0 0 272 0 5:00 PM 0 0 0 0 0 95 0 1 22 0 0 0 105 14 0 51 0 54 0 0 342 0 5:15 PM * 0 0 0 0 0 51 0 0 25 0 0 0 98 7 3 61 0 65 0 0 307 3 530 PM * 0 0 0 0 0 72 0 1 44 0 0 0 104 11 2 59 0 85 0 1 376 3 S:4S PM * 0 0 0 0 0 41 0 0 24 0 0 0 93 9 1 34 0 91 0 0 292 1 6:00 PM 0 0 0 0 0 33 0 0 21 0 0 0 50 11 0 42 0 62 0 0 219 0 6:15 PM 0 0 0 0 0 28 0 1 17 0 0 0 62 11 0 45 0 57 0 0 221 0 6-30 PM 0 0 0 0 0 34 0 0 24 0 0 0 57 14 0 38 0 63 0 0 230 0 Max. 15 min 0 0 0 0 0 95 0 1 44 0 0 0 105 18 3 61 0 % 0 1 376 3 Pk.Hr. VoL 0 0 0 0 0 259 0 2 115 0 0 0 400 41 6 205 0 295 0 1 1317 7 4:45 PM Peak Intersecbon TrafBc in Pk. Hr. = 1317 Peak Hr. Factor 0.88 5:45 PM Hour Inlcnection Pdalms in Pk. Hr. 7 1-5 Southbound Ramps at Cannon Road Lane Cotifiguration for Itilenection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Aorr (SB) West Aonr (EB) East Appr (WB) 730 AM to 8:30 AM Left Thra Riftht Left Thru Left Thru Left Thm Right Lane Inaide 1 1 Config- (left) 2 1 1 I orations 3 1 1 1 4 1 1 5 6 1 Outside 7 Free-flow Law Settings 0 0 0 2 0 1 0 2 1 1 2 0 Capaaty 0 0 0 3240 0 1800 0 4000 1800 1800 4000 0 Are the North/South phases split (Y/K)7 N Are die EastAVest phaaea split (Y/N)7 N EfiBciency Lost Factor 0.10 Hourly Vohime 0 0 0 718 0 286 0 323 0 9 123 0 Adjuated Houily Vohane 0 0 0 718 0 286 0 323 0 9 123 0 UtiUzation Factor 0.00 0.00 0.00 0.22 0.00 0.16 0.00 0.08 0.00 0.01 0.03 0.00 Critical Facton 0.00 0.00 0.22 0.08 0.01 ICURatio 0.41 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Cannon Road W e s t A P P r Totals 732 Time : 7:30 AM to 830 AM Date: 8/10/99 Day: Tuesday Name: Itfike, Richard Sub- totais 409 323 0 323 0 Subtotals Total North Approach 286 1004 0 North 1-5 Southbound Ramps 1004 0 718 ^ t r 0 123 9 Total Subtotals Sub- totala 132 1041 Cannon Road 1173 s t A P P r Sooth Approach Note: Lefi-tnm vohimes inchide U-tutna. U-tunu in bold. I-S Southbound Ramps at Cannon Road Lane Configuration for Intersection Ctpadty Utilization Page 3 of3 Pk. Hr. Time Period : South Aoor fNB) Nonh Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Rii*t Left Thra Risht Left Thra Ritdit Left Thra Ri«ht Lane Inside 1 Config- (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 2 0 1 0 2 1 1 2 0 Capacity Are the Noilh/Souft phases spHt (Y/N)7 Are the Eaat/West phases ap&t (Y/N)? EfiBciency Lost Factor 0 N N 3240 1800 4000 1800 1800 4000 0.10 Hourly Volume 0 0 0 2S9 2 115 0 400 41 205 295 0 Adjuated Hourly Volume 0 0 0 259 2 115 0 400 41 205 295 0 Utilization Factor 0.00 0.00 0.00 0.08 0.00 0.06 0.00 0.10 0.02 0.U 0.07 0.00 Critical Factors 0.00 0.00 0.08 0.00 0.10 0.11 ICURatio = 0.39 LOS = A Tuming Movements at Intersedion of: 1-5 Southbound Ramps and Cannon Road W e A P P r Totals 851 Time : 4:45 PM to 5:45 PM Date: 8/25/99 Day: Wednesday Name: Mike, Richard Sub- totals 410 441 North i^iproach US 0 400 41 Subtotals Total 248 248 376 2 Noidi 376 0 259 1-5 Southbound Ramps J i u 0 295 205 Total Subtotals Sub- totala 500 659 Cannon Road Totals 1159 E a a t A P P r South Approach Note: Lefi-tum volumes inchide U-tums. U-tuma in bold. City: Caibbad Intenection of: N/S Street: I-S Northbound Ramps E/W Stieet: CaimonRoad VRPA TURNING MOVEMENT ANALYSIS FUe: lht.# 43 Data Collecled by: Jose, Richard Page 1 of 3 Count Datca: 8/10/99 8/25/99 Days: Tuesday/Wednesday Weather: Sunny Traffic Control: South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 nun. prd. Left U-Tm Thra Rigjtt Peda Lefl U-Tm Thra Right Peda Left U-Tm Thro Right Peds Left U-Tm Thra Ri^ Peds Vehicles Peds 6:15 AM 11 0 1 6 0 0 0 0 0 0 7 0 21 0 1 0 0 8 6 0 60 1 630 AM 12 0 0 16 0 0 0 0 0 0 9 0 56 0 2 0 0 1 5 0 99 2 6:45 AM 16 0 0 17 0 0 0 0 0 0 22 0 91 0 0 0 0 0 10 0 156 0 7:00 AM 14 0 0 24 0 0 0 0 0 0 21 0 124 0 2 0 0 1 18 0 202 2 7:15 AM 6 0 0 19 0 0 0 0 0 0 26 0 117 0 1 0 0 8 13 0 189 1 730 AM 11 0 0 31 0 0 0 0 0 0 16 0 231 0 3 0 0 8 13 5 310 8 7:45 AM 11 0 0 54 0 0 0 0 0 0 24 0 241 0 1 0 0 12 41 0 383 1 8:00 AM * 16 0 0 67 0 0 0 0 0 0 24 0 252 0 0 0 0 16 30 0 405 0 8:15 AM * 16 0 1 44 0 0 0 0 0 0 33 0 256 0 0 0 0 14 25 1 389 1 830 AM * 22 0 0 34 0 0 0 0 0 0 22 0 180 0 0 0 0 26 43 0 327 0 8:45 AM 13 0 0 43 0 0 0 0 0 0 30 0 176 0 0 0 0 25 44 0 331 0 9:00 AM 13 0 0 50 0 0 0 0 0 0 32 0 159 0 1 0 0 40 37 0 331 1 Max. 15 min 22 0 1 67 0 0 0 0 0 0 33 0 256 0 3 0 0 40 44 5 405 8 Pk.Hr. VoL 65 0 1 199 0 0 0 0 0 0 103 0 929 0 1 0 0 68 139 1 1504 2 730 AM Peak Ihtcrsectioa Tiaffic in Hr. 1504 Peak Hr. Factor 0.93 8:30 AM Hour IiileiBeclionPdslmshiPk.Hr. = 2 3:45 PM 11 0 0 22 0 0 0 0 0 0 67 0 93 0 0 0 0 77 144 0 414 0 4:00 PM 39 0 1 23 0 0 0 0 0 0 53 0 125 0 0 0 0 115 UO 0 466 0 4:15 PM 35 0 0 15 0 0 0 0 0 0 68 0 82 0 0 0 0 76 151 0 427 0 4:30 PM 39 0 1 25 0 0 0 0 0 0 56 0 69 0 0 0 0 49 116 0 355 0 4:45 m 8 0 0 19 0 0 0 0 0 0 66 0 79 0 0 0 0 78 163 0 413 0 5:00 PM * 6 0 0 22 0 0 0 0 0 0 65 0 135 0 0 0 0 99 179 0 506 0 5:15 PM * 17 0 1 26 0 0 0 0 0 0 90 0 90 0 0 0 0 108 259 0 591 0 S:30PM * 31 0 2 15 0 0 0 0 0 0 64 0 112 0 0 0 0 112 184 1 520 1 5:45 m * 44 0 1 21 0 0 0 0 0 0 66 0 72 0 0 0 0 81 173 0 4S8 0 6:00 PM 33 0 0 18 0 0 0 0 0 0 60 0 23 0 0 0 0 75 132 0 341 0 6:15 PM 14 0 0 18 0 0 0 0 0 0 45 0 46 0 0 0 0 88 115 0 326 0 630 PM 9 0 0 22 0 0 0 0 0 0 44 0 47 0 0 0 0 92 105 0 319 0 Max. ISmin 44 0 2 26 0 0 0 0 0 0 90 0 135 0 0 0 0 115 259 1 591 1 Pk. Hr. VoL 98 0 4 84 0 0 0 0 0 0 285 0 409 0 0 0 0 400 795 1 2075 1 4:45 PM Peak hitenectitm Traffic in Pk. K:. = 2075 Peak Hr. Factor 0.88 5:45 PM Hour Intosection Pdstms in Pk. Hr. = 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intenection Capadty Utilization Page 2 of3 Fk. Hr. Hme Period South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Vtifia Left Thra Right Lefl Thro Risht Left Thra Risht Lane Inside 1 Config-aeft) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lane Settings 1 0 2 0 0 0 1 2 0 0 2 1 Capacity 1800 Are the North/South phases spHt (Y/N)? Are the East/West phases split (Y/N)? EfBciency Lost Factor 0.10 Hourly Volume 65 Adjusted Hourly Vohime 66 Utilization Factor 0.04 Critical Facton 1 0 0.00 3240 N N 199 199 0.06 0.06 0 0 0.00 0 0 0.00 0 0 0.00 1800 4000 103 103 0.06 929 929 0.23 0.23 0 0 0.00 0 0 0.00 4000 1800 68 68 0.O2 139 139 0.08 ICURatio 0.39 LOS = Turning Movements at Intersection of: 1-5 Northbound Ramps and Cannon Road Totals Time : 730 AM to 830 AM Date: 8/10/99 Day: Tuesday Name : Jose, Richard Sub- totals W e s t A P P r 1165 133 1032 North Appioach 103 929 0 Subtotals Total If 65 0 265 Nordi 1 265 243 1-5 Northbound Ramps 243 J i u *i t r 199 139 68 0 Total Subtotals Sub- totals 207 1128 Cannon Road Totals 1335 E a s t A P P r South Approach Note: Lefi-tnm vohimes inchide U-hima. U-tnma in bold. 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intersection Capacity Utilization Fage3 of3 Pk. Hr. Time Period : South Appr (NB) North Apor (SB) Weat Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thro Risht Lefi Thro Risht Left Thro Risht Left Thra Sititt Lane Inside 1 Config- Oeft) 2 1 1 nrationa 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 Lane Settings 1 0 2 Capacity 1800 0 3240 0 0 0 0 0 0 1 2 0 1800 4000 0 0 2 1 0 4000 1800 Are the North/South phaaea spUt (V/N)? Are (he East/West phases split (Y/N)? Efficiency Loat Factor N N 0.10 Honriy Vohime 98 4 84 0 0 0 285 409 0 0 400 795 Adjuated Houriy Vohime 108 0 84 0 0 0 28S 409 0 0 400 795 Utilization Factor 0.06 0.00 0.03 0.00 0.00 0.00 0.16 0.10 0.00 0.00 0.10 0.44 Critical Facton 0.06 0.16 0.44 ICURatio = 0.76 LOS = Tumiiig Movements at loterMclion of: 1-5 Northbound Ramps and Cannon Road Hme : 4:45 PM to 5:45 PM Date: 8/25/99 Day: Wednesday Name: Angd, Oacar Sub- TotaU totala W e s t A P P 1192 498 694 Sn] Total 285 409 0 North Approach 98 0 186 4 186 1-5 Northbound Ramps 1084 J i u • t • North 84 1084 795 400 0 Subtotala Sub- totals 1195 493 Cannon Road Total* 1688 E a a t A P P f Sonth Approach Note: Left-tum votames include U-tnma. U-tnms in boU. City : CARLSBAD Locacion • CANNOK ROAD Segmeni : t/0 UOO ORIVE eil»ne : URBAM 3¥3TSMS T<»ni ation fltudiaa. Inc. H HOUa VOLUHB COUNT Situ Cade 1 000000000004 scare D«te> lO/lWlOOS Flill I.D. t 000104^1 Paat? ' 1 a«9ln < --EB . - -. >^ HB ... Combined Time ».«. P.M. »,M, P.M. A.M, ?.H. IJiOO 10/11 1 35 1 1 63 I 3 il 12J:S 0 33 I S3 I B4 ij-.:o 0 43 1 37 1 7» 17i4S ] } 32 l&l 1 4 39 190 3 i 91 01 lOO 2 «3 : 43 i 194 01 lis 0 54 0 33 0 »1 01;]0 0 40 0 IS 0 16 01 .il 0 2 44 200 0 3 3» ISO 0 4 83 oil so 1 4S 0 J* 1 i: 02: 15 0 30 1 33 1 S3 02:10 0 3» 1 4S 1 -7S 03i49 0 1 33 140 0 3 39 131 0 3 62 0}!00 s «a 9 44 0 8( 03:1! 0 33 0 33 0 64 a}:]0 0 3S 0 64 0 103 ) 1 34 33« 0 * 50 IJO ) 3 • 74 0«'. 00 0 34 Jl 1 131 04:19 0 U 0 56 » 74 04ll0 1 39 1 80 3 118 04:45 4 « 34 114 1 3 BS 318 s 9 109 OS: 00 « JS 0 136 4 173 OS: IS 7 30 3 108 s 13S 0S:3B V 30 0 96 17 13£ aEi4S n 50 ,30 115 1 7 9 it 408 39 S9 86 0<:00 36 34 1 t !4 IS 78 06 I 15 it 30 9 40 47 (0 Oi : 30 51 s 10 34 68 39 06:45 98 180 a S7 33 50 30 149 80 330 31 07: 00 ii 9 23 13 78 33 07: IS >9 S 36 S lis 13 07: JO »4 a 37 8 131 15 07;4S 154 3>3 31 33 97 1 38 376 4)0 » oa: 00 40 « 15 5 105 14 01 lis at 3 37 4 US 7 Oi:30 59 3 18 3 77 S OIHS 47 314 7 33 16 76 3 13 63 360 9 o»<aB IS 4^ 31 i 51 10 It 4 30 3 ii 7 0»>30 I< ) 33 0 58 3 0«t4! 39 14S 1 13 31 91 s 14 67 336 i 10:00 73 3 16 0 44 1 lO'lS 26 3 30, 1 48 4 10:10 24 1 37 1 Sl 3 IOl *s 31 9C 3 7 33 75 7 g 40 1»S 9 11:00 \l 31 0 «0 0 11 1 15 30 0 IS 3 68 3 11:10 32 0 35 s 87 0 11:45 33 13< 1 1 1» 160 0 3 71 ...I Totai* 98< aat 1«S2 1873 33*7 Bay- Total 33-7.1-44SI 39.1* 31.3» 61.at fMM" Hour 07 lis-13I3-0-11-l-BO' 041+9-07: IS 04 i4S V(9lun« 437 310 437 117 546 P.K.r. .69 .14 .73 .77 .73 .75 Mcdnaadav 3-41 350 371 336 533 59 35 26 1 4 I 1 ,jcT-i3-aa 08:36 LacaClOtl : CANNON HOAD 8*giiiBnc 1 r/0' LEOO DUrVE" Cit anc I I/RSAM SYSTEMS TR«NSPQRT« I lui^i. - . 34 HOOT VOUWE-COUTTT Sice Code : 000000000000 3c«tt oatt: ia/u/20co Pll« 1.0. > B(»010<S1 Paae : 3 Btsln < EB •---»< NB .-..»« Comblnsil Time P.M. A.M. P.M. ^.«. 13:00 10/13 1 43 1 0 fil 1 ( 1 104 :2as I iO i 0 55 1 1 iOS I3r3e 3 31 ) 0 54 1 3 105 12i4S 0 4 70 214 1 1 1 S7 231 1 1 3 117 441 OliOO 1 73 1 ] 44 1 3 116 01<l« 0 t-a 1 3 41 1 1 131 91:39 9 60 1 1 30 I 1 90 01:45 0 1 93 244 1 0 3 36 371 I 0 4 55 415 03:00 0 53 1 0 43 1 0 94 03:19 0 38 1 0 36 J 9 74 02:30 0 43 i 0 44 1 9 SS 93,45 1 1 36 158 1 0 « 48 170 1 1 1 54 335 09:90 D 44 1 0 70 1 0 114 93>3i 1 33 1 0 43 ! 1 74 OlOO 0 36 { 0 66 f 9 103 03:45 3 3 19 131 I 1 1 39 337 1 1 4 78 358 04:90 0 33 ! 0 60 t 9 103 04:19 0 39 ! 3 S< 1 3 86 94:30 9 34 3 1 3 53 04:45 3 3 30 97 0 5 ""so 3tS [ 3 7 100 351 OilOO S 31 1 146 ; 6 177 OS-IS 4 46 3 85 1 6 134 05:30 13 34 3 93 16 117 09:45 3t 90 34 133 B 14 SI 36S 36 64 53 510 06:00 35 34 « 45 41 70 04: 15 47 34 13 45 1 99 73 06; 30 45 16 s 44 S5 60 06:45 «0 ISO 10 74 13 35 18 156 73 325 35 339 07 too 63 10 30 26 95 16 ail IS 103 7 39 It 133 33 07:30 104 9 36 10 140 19 07:4* !*• 440 4 30 34 139 4 SS 303 569 * 85 Otl 00 110 4 37 11 147 IS 01:15 51 7 34 3 US 9 Oil 30 64 3 35 9 93 13 0>:4S 73 327 5 19 33 121 3 34 94 448 7 43 ifiOO ' 44 7 34 3 68 > 09>1S 4S 4 34 » I 73 5 09:30 S3 i 33 9 , 54 11 39:4S 14 178 4 31 39 119 3 11 73 397 7 33 19:90 37 1 34 3 71 3 lO.lS 3« 6 37 0 71 « 19:30 35 1 31 3 6* 1 10i4« 34 14S I 9 34 133 1 5 65 371 3 14 IllOO 4« 0-3* 5 54 s 11:1* 36 3 45 1 59 5 11:10 33 0 «3 4 94 4 11:45 40 154 3 S <t 314 13 .1 135 365 3 _ 17 Tsiala 1495 1137 775 1735 3*373 3575 3 n-13-3.V14. 3145 SItlit \ 4?.7» 19 , St 14 . 3» 60.4* nak Kour 971 zs-»-i4* fnoo-0»T4S-07:15 04:45 Volume ' 4*5 3(3 334 407 531 525 .73-,M-.»»-.7* .74 Thuraday 7; - S'/^^ r rCZD eg ri6 4 ICU AU. 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No nlUgaHan U(JA MUgaUon :4 UOA MlUgallon A TJ > a tn ^^iSW/V SYSTEMS-J HCS: Unsignalized Intersections Release 3.1b ^TWO-WAY STOP CONTROL (TWSC) ANALYSIS • Analyst: Urban Systeins [intersection: Ave Encinas/Cannon Rd Count Date: Existing - AM Time Period: AM Peak [Intersection Orientation: East-West Major St. ehicle Volume Data: [oveaents: 2 3 4 5 7 9 216 45 265 157 5 125 216 45 265 157 5 125 1.00 1. 00 1.00 1.00 1 00 1.00 0.00 0. 00 0.00 0.00 0 00 0.00 ; I blume: HFR: PHF HV Pedestrian Volume Data: Movements: I 1 I 1 I I J I 4 I 1 iFlow; |Lane width: Walk speed: % Blockage: ledian Type: TWLTL # of vehicles: 5 iFlared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 iLane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 LTRLTRL TR NYNNYYNNN Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach; Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N Y N Channelized: Grade: N 0.00 Lane usage for L movements Lane 1 T R 7,8&9 approach: Lane 2 L T R L Lane 3 T R N N N N Y N N N Channelized: Grade: N 0.00 Lane usage for L movements Lane 1 T R 10,X1&12 L approach: Lane 2 T R L Lane 3 T R N N N N N N N N I S hannelized: N rade: 0.00 ata for Confuting Effect of Delay to Major Street Vehicles: Eastbound Westbound lhared In volume, major th vehicles: 0 0 hared In volume, major rt vehicles: 0 0 at flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 umber of major street through lanes: 2 2 Length of study period, hrs: 0.25 I .1 orksheet 4 Critical Gap and Follow-up time calculation, ritical Gap Calculations: Movement 4 7 9 t c,base 4.1 7.5 6.9 |t c,hv 2.0 2.0 2.0 p hv 0.00 0.00 0.00 0.2 0.1 G 0.00 0.00 0.00 t 3, It 0.0 0.7 0.0 |t c,T: j 1 stage 0.00 0.00 0.00 2 stage 0.00 1.00 0.00 t c 1 stage 4.1 6.8 6.9 2 stage 4.1 5.8 6.9 1 I i I 1 I I J I 4 I 1 Follow Up Time Calculations: .Movement 4 7 t f,base 2.2 3.5 3.3 t f,HV 1.0 1.0 1.0 P hv 0.00 0.00 0.00 !_! 2.2 3.5 3.3 Worksheet 6 Impedance and capacity equations Stsp 1: RT from Minor St. 9 12 Conflicting Flows 131 Potential Capacity 901 Pedestrian Impedance Factor 1.00 Movement Capacity 901 Probability of Queue free St. 0.86 Step 2: LT from Major St. Conflicting Fiows 261 Potential Capacity 1315 Pedestrian Impedance Factor 1.00 Movement Capacity 1315 Probability of Queue free St. 0.80 Worksheet 7a - Coit5>utation of the effect of Two-stage gap acceptance Step 3: TH from Minor St. 8 11 Part 1- First Stage Conflicting Flows 239 687 Potential Capacity 712 450 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Injeding mvmnt 1.00 0.80 4 I 1 I I •P J I 1 I t I I X I 1 Movement Capacity 712 360 Probability of Queue free St. 1.00 1.00 Part 2- Second Stage Conflicting Flows 687 261 Potential Capacity 450 696 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Injeding mvmnt 0. 80 1.00 Movement Capacity 360 696 Part 3- Single Stage Conflicting Flows 926 948 Potential Capacity 271 263 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj, factor due to Impeding mvmnt 0.80 0.80 Movement Capacity 216 210 Resuit for 2 stage process: a 0.98 0.98 y 3.45 0. 68 c t 353 346 Probability of Queue free St. 1.00 1.00 Worksheet 7b - Coii5)Utation of the effect of Two-stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1- First Stage Conflicting Flows 239 687 Potential Capacity 785 466 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to lii5>eding mvmnt 1.00 0.80 Movement Capacity 785 372 Part 2- Second Stage Conflicting Flows 609 108 Potential Capacity 511 910 Pedestrian In^jedance Factor 1.00 1.00 Cap. Adj. factor due to Iitpeding mvmnt 0.80 0.86 Movement Capacity 408 784 Part 3- Single Stage Conflicting Flows 847 795 Potential Capacity 305 329 Pedestrian Impedance Factor 1. 00 1.00 Maj. L, Min T In^jedance factor 0.80 0.80 Maj. L, Min T Adj. Imp Factor. 0.84 0.84 Cap. Adj . facto r due to Iii5)eding mvmnt 0.84 0.73 Movement Capacity 258 239 Result for 2 stage process: a 0.98 0.98 y 3.50 0.47 c t 401 364 Torksheet 10 delay, queue length, and LOS Movement 1 4 7 8 9 10 11 12 1 I •I I 11 '(vph) m(vph) v/c 95% ciueue length Bbontrol Delay KGS ^Tipproach Delay 9.8 Approach LOS A 265 5 125 1315 401 901 0.20 0.01 0.14 8.4 14.1 9.6 A B A J HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Urban Systems Bcntersection: Ave Encinas/Cannon Rd H;ount Date: Existing - PM ^ime Period: PM Peak r ntersection Orientation: East-West Major St. ehicle Volume Data: [ovements: t HFR 2 3 4 5 7 9 93 20 130 321 135 360 93 20 130 321 135 360 1 00 1 00 1.00 1.00 1.00 1.00 0 00 0 00 0.00 0.00 0.00 0.00 t J PHF HV edestrian Vo ltane Data: Movements: t 4 [ # r r I I I 4 I 1 low: ane width: Walk speed: % Blockage: :edian Type: TWLTL of vehicles: 5 lared approach Movements: of vehicles: Northbound 0 of vehicles: Southbound 0 i€tne usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 LTRLTRLTR NYNNYYNNN Channelized: N xade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 LTRLTRLTR YNNNYNNYN Channelized: N iGrade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 LTRLTRLTR 1 N N N N Y N N N Channelized: Grade: N 0.00 Lane usage for L movements Lane 1 T R 10,11S12 L approach: Lane 2 T R L Lane 3 T R N N N N N N N N 4 I ,einnelized: N ade: 0.00 ta for Computing Effect of Delay to Major Street Vehicles: Eastbound Westbound ared In volume, major th vehicles: 0 0 ared In volume, major rt vehicles: 0 0 t flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 oer of major street through lanes: 2 2 ||||||UmbE Length of study period, hrs: 0.25 I I G si t I F. f t P t Worksheet 4 Critical Gap and Follow-up time calculation, ritical Gap Calculations: ov ement 4 7 9 c,base 4.1 7.5 6.9 c, hv 2.0 2.0 2.0 hv 0.00 0. 00 0.00 c,g 0.2 0.1 0.00 0.00 0.00 3, It 0.0 0.7 0.0 c,T: 1 stage 0.00 0.00 0.00 2 stage 0.00 1. 00 0.00 c 1 stage 4.1 6.8 6.9 2 stage 4.1 5.8 6.9 ollow Up Time Calculations: ov ement 4 7 9 f,base 2.2 3.5 3.3 f,HV 1.0 1.0 1.0 hv 0.00 0.00 0.00 f 2.2 3.5 3.3 • Worksheet 5 In^sedance and capacity ecjuations Btep 1: RT from Minor St. 9 12 Conflicting Flows 57 potential Capacity 1005 Pedestrian Impedance Factor 1.00 plovement Capacity 1005 Probability of Queue free St. 0.64 I c •P, Jf' iPM: P I 4 ( t 1 tep 2: LT from Major St. Conflicting Flows 113 [Potential Capacity 1489 Pedestrian Impedance Factor 1.00 Movement Capacity 1489 Probability of Queue free St. 0.91 Worksheet 7a - Confutation of the effect of Two-stage gap acceptance |Step 3: TH from Minor St. 8 11 Part 1- First Stage Conflicting Flows 103 581 Potential Capacity 814 503 Pedestrian la^jedance Factor 1.00 1.00 fcap. Adj. factor due to Injeding mvmnt 1.00 0.91 4 I 1 I I .i I J I 1 I 1 I I Jt I 4 I 1 Movement Capacity 814 459 Probability of Queue free St. 1.00 1.00 Part 2- Second Stage Conflicting Flows 581 113 Potential Capacity 503 806 Pedestrian In:^edance Factor 1.00 1.00 Cap. Adj. factor due to In^ieding mvmnt 0.91 1.00 Movement Capacity 459 806 Part 3- Single Stage Conflicting Flows 68 4 694 Potential Capacity 374 369 Pedestrian Inpedance Factor 1.00 1. 00 Cap. Adj. factor due to Injeding 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 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 Conflicting Flows 103 581 Potential Capacity 916 528 Pedestrian Iii5>edance Factor 1.00 1. 00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.91 Movement Capacity 916 482 Part 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 Part 3- Single Stage Conflicting Flows 524 628 Potential Capacity 488 420 Pedestrian Impedance Factor 1.00 1.00 Maj. 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 In^jeding mvmnt 0.93 0. 60 Movement Capacity 456 251 Result for 2 stage process: a 0.98 0.98 y 3. 67 0. 94 C t 571 441 ( Worksheet 10 delay, cjueue length, and LOS Movement 1 4 7 8 9 10 11 12 I II I 11 •(vph) m(vph) v/c 95% tjueue length H:::ontrol Delay K.OS "^^pproach Delay 11.3 Approach LOS B 130 135 360 1489 571 1005 0.09 0.24 0.36 7.6 13.3 10. 6 A B B Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 Page 1 of 5 APPENDIX B A. Signal Warrant Project Access at Cannon Road (Based on Existing 4 Project Traffic) B. Conceptual Striping C. Conceptual Traffic Signal 002598 2598 Appendix-010401 Fage2af2 APPENDIXB Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-e Figure 9-4 TRAFFIC SIGNAL WARRANTS Avenida Encinas at Cannon Road (Based on Estimated Average Daily Traffic - See Note) URBAN. RURAL. 35+ MPH 1. Minimum Vehicular Satisfied X Not SatlsfletJ. Number of lanes for moving traffic on each approach Major Street 1 2 or more- 2 or more. 1 Minor Street 1 1 2 or more- 2 or more- Minimum Requirements EADT Cannon Road Avenida Encinas Vehicles per day on major street (total of both approaches) 9,247 ADT 6,460 ADT Urban Rural Urban Rural a.ooo 5,600 2,400 1,680 9,600 6.720 2,400 1.680 9,600 6,7201 3,200 12,240 8,000 5,600 3.200 2,240 Vehicles per dqy on higher—volume minor street approach (one direction only; 2. Interuptlon of Continuous Traffic Satisfiad Not Satisfied— Number of lanes for moving traffic on each approach Major Street 1 2 or more- 2 or more. 1 Minor Street 1 1 2 or more- 2 or more- Vehicles per day on major street (totol of both approaches) Vehicles par day on higher-volume minor street approach (one direction only) Urban Rural Urban Rural 12.000 8.400 1.200 850 14,400 10.080 1.200 850 14.400 10.080 1,600 1,120 12.000 8,400 1,600 1.120 3. Combination Satisfied Not Satisfied. No one warrant satisfied, but following warrants fulfilled 80X or more 2 Warrants 2 Warrants ,CO-J 259B-AP-B.d»(g iiiiiniiiipai • 1 PHASE HAaWM 2 9 1 ^1 R 13 (MOD,) AVENIDA ENCINAS 5CU£- rvio* a 16 30 40 coNccpnuL nunc acHM. PUM BTt CONCEPTUAL TRAFFIC SIONAL LAYCHJT FOFb CAfWON ROAO AT AVENIQA ENaNAS t2-t-aa uv s-t I I Cannon Court ©Urban Systems Associates, Inc. Final Report January 4, 2001 Pagel of20 APPENDIX C Intersections Level of Service Worksheets For: A. Buildout - Project B. Buildout 4 Project C. CMP - HCS Buildout 002598 2598 Appendix-010401 r KJU All. A ICU Alt. B MOVE CAPACITY -x^—i'- ICU MOVE CAPACITY ICU MOVE CAPACITY ICU u •\ LOA No mlUa'tloii LOA MIUn>llon LOA MtlgtHoi Iton URBAN SYSTEMS' 8o+P ICU Alt. A 345-3io: 2<r -LZh r 31 ICU Alt. B MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU '^/\^ ft r '%«> 4- L0.8.. Ha Bd|ts>thm UllBdkm LOA UUgalkn A > a m o Tl r 4 W m CZ] —a? IS goo tT 8o4f ICU AU. A ICU Alt. B NOStMLC ICU Alt. C MOVE CAPACITY . 1 1 .11.. J ICU MOVE CAPACITY ICU MOVE CAPACITY ICU XL .^^ V- f It'/ .01 300 4-1 \o -k .(<' At? L0.8. No mlUaaUoii LOA MUs'llon LOA MiUgillon I? 3 7T^ 3 5 5 iCM>^ ICU Alt. A ICU Alt. B HO mniM MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU .11 .{1 .U f •4 .t3 Na inlllgallan MHIgithm MlUgaltoa A pi .zz > Cl in o Tl URBAN SYSTEMS' r x-6 -36 e AM LZIF ICU AIL A ICU Alt. B MOVE CAPACITY 1 1 ICU MOVE CAPACITY ICU MOVE CAPACITY ICU •11 —y .15 .31 4 4: LOA No nnigaUon c i_o.s. Mdatilon L0.8. Mtlgattoa c URBAN SYSTEMS' [z:> VJ B^4P ICU Alt. A ICU Alt. B NO SCALE Bo MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU ^^(^ Or —Sie, —f .13 -4 t4''r Las. Ha mlllgaltan c LCJA Ulllgatian LOA Uligalloa c TI > O m o •n L_H tZIl-{iSE}— IT'S (2. G,G.o-C'/i (oo-)- (to ICU Alt. A I ICU Alt. fr^ ICU Alt. G MOVE CAPACITY ICU MOVE CAPACITY ICU MOVB CAPACITY ICU -^^ .05 —V .^| r r • C 4 LO.S, No mHlgaUon LOA MKIgttlOR LOA Vntgallon URBAN SYSTEMS' CZ] loll ICU All. A 1i NO SCAU! ICU All. B ICU All. C MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU lr JO '%<^-.33 rr rr <!/ 4 ,{0 -4 Laa. No mlllflaHon F L^A MMgaHcn C LOA UUgalloa r 1^ r-4—, 0 (,3a_-Lir:Hli X ICU All. A ICU Alt. B MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU ^(^ 4 .01 4 .(5 LOA No mlUgallon LOA Mltlgallon LOA Mltlgallon ^^^/fA' SYSTEMS' 7 i CZD- ICU Alt. A i X ICU All. B HO SCALE MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU A"' A% .I'L ,1S .(0 -t-i^ .(o ./^ -* .{o Las. No adilgatlan D L(^A Utigation LOA MlUgallon Ilillilll I r r r CZl Qt ICU Alt. A I ICU Alt. B ICU Alt. 0 LO.& No naUgaUon LO.S. MlUgallon A LOA MHIgallon JJUf URBAN SYSTEMS' MOVE CAPACITY ICU MOVE CAPACITY , - j ICU MOVE CAPACITY ICU r "'/joe .11 i03 4 JO ICU All. A NO 8CAIC ICU Alt. B ICU AH. MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU ,01 aa..! *f ,^\ .30 4 4- .53 LOA No ailllgaHon LCj^S Mtlgalloa loa LOA Mlllgalloa •0 > m o TI r Bo4P MOVE CAPACITY ^ftiff ICU MOVE CAPACITY ICU MOVB CAPACITY ICU .Ti iiir^? 5 AJ-ll3 —^ .IS 4 _ ^ f—t -< L0.8, No ntUgaUoa 0 LO.S. MlUgaUon LOA MHIgalton Iton 1^ /^iSWA' SYSTEMS' )T^/ X MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU —> 4. //O -4 Na nlUgaUon 0 L(^. MHIgaUon LOA MIUgaHoB c HCS: Signals Release 3.lb Inter: CANNON/ CARLSBAD BLVD. •lalyst: • USAI Mte: 10/29/99 E/W St: CANNON RD. City/St: CARLSBAD Proj #: IBOAM Period: 2020 AM PEAK N/S St: CARLSBAD BLVD. 1 SIGNALIZED INTERSECTION SUMMARY t. Lanes Config lume ^ane Width. "^OR Vol Eastbound LTR Westbound LTR 1 L 175 12.0 1 R 175 12,0 0 Northbound LTR 2 1 T R 500 200 12.0 12.0 0 Southbound LTR 1 2 L T 345 1100 12.0 12.0 ration 0.25 ase Combination 1 Left t Jl Thru • Right I Peds Left Thru Right J Peds Right Right Green Yellow ^ ^ed Area Type: All other areas Signal Operations_ 2 3 , 4 NB A P A 10.0 4.0 1,0 5 6 Left Thru A Right A Peds Left A Thru P A Right Peds Right Right A 20.0 25.0 4.0 4.0 1.0 1.0 le Length: 70.0 sees Intersection Performance Summary A|)pr/ Lane Adj Sat Ratios Lane Group f Group Capcity Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS Eastbound I I estbound 253 792 Northbound f l330 905 03Uthbound C_ 506 rB 2661 1770 1583 3725 1583 1770 3725 0.73 0,23 0.40 0.23 0.72 0.44 0.143 35.6 0.500 3.5 0,357 0.571 0.286 0,714 10.8 1.0 21,3 0,1 D A B A C A 19,5 B 3,0 Intersection Delay = 8,0 (sec/veh) 5.2 A Intersection LOS = A I 4 I 4 inter: CANNON/ tnalyst: USAI ate: 10/29/99 /W St: CANNON RD. HCS; CARLSBAD BLVD. signals Release 3,1b City/St: CARLSBAD Proj #: IBOPM Period: 2020 PM PEAK N/S St: CARLSBAD BLVD. SIGNALIZED INTERSECTION SUMMARY •o. Lanes •GConfig "olume ^Lane Width ITOR Vol I Eastbound LTR Westbound LTR 1 L 170 12.0 1 R 345 12 .0 0 Northbound LTR 2 1 T R 950 160 12.0 12.0 0 Southbound LTR 1 2 L T 320 750 12.0 12,0 uration 0.25 ,ase Combination 1 Left f Thru • Right t Peds Left Thru Right Peds Right Right Green Yellow tl Red Area Type: All other areas Signal Operations_ 2 3 4 NB A P A 10,0 4,0 1,0 SB EB 5 6 Left Thru A Right A Peds Left A Thru P A Right Peds Right Right A 20, 0 25.0 4.0 4.0 1.0 1.0 n cle Length: 70,0 sees Intersection Performance Summary Ratios Appr/ Lane ne Group p Capcity Adj Sat Flow Rate (s) Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound I 1 estboxind 253 792 Northbound S 1330 905 Southbound ]^ 506 9 2661 1770 1583 3725 1583 1770 3725 0,71 0,46 0,75 0.19 0.67 0.30 0-143 0.500 0.357 0.571 0,286 0.714 34.2 4.2 14.9 0.9 19.5 0.1 C A B A B A 14.1 12.9 X I 4 I 1 Intersection Delay = 10.3 (sec/veh) 5.9 A Intersection LOS = B •I HCS: Signals Release 3.1b Inter: CANNON/ AVENIDA ENCINAS Mlyst: USAI d^e: 10/29/99 S/W St: CANNON RD, City/St: CARLSBAD Proj #: 2B0AM Period: 2020 AM PEAK N/S St: AVENIDA ENCINAS 1 ^n Lanes ponfig Lxme ine Width 5R Vol Eastbound LTR _SIGNALIZED INTERSECTION SUMMARY_ Westbound i Northbound" L T R I L T R 12 0 L TR 40 405 100 12,0 12,0 0 12 0 L TR 400 285 185 12,0 12,0 0 llll ILT R ISO 40 300 112,0 12.0 12.0 I 0 Southbound LTR 110 L TR 150 35 35 12.0 12.0 70 ation 0,25 Area Type: All other areas _Signal Operations^ se Conbination 1 2 3 4 5 6 Left P . NB Left P Thru A Thru A Right A Right A Peds Peds Left A SB Left A Thru A Thru P Right A Right P Peds Peds Right A EB Right Right WB Right en 30.0 25.0 10.0 12,0 low 4.0 4.0 4,0 4.0 Red 1.0 1,0 1.0 1,0 le Length: 97.0 sees Lane Group capcity _Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS lastbound «547 932 ^stbound ^ 547 m 903 orthbound 1 219 243 767 #uthbound f l82 202 1770 3615 1770 3505 1770 1961 1583 1770 1961 0.08 0.60 0.77 0.55 0.26 0.17 0,41 0,87 0.18 0.309 0 .258 0.309 0.258 0.124 0.124 0,485 0.103 0,103 16.9 25.4 27,9 24.6 37.6 34.8 6.4 72.7 38.7 B C c c D C A E D 24.8 26,1 13.5 jr I 4 I 1 Intersection Delay =27,0 (sec/veh) 66.3 E Intersection LOS = C HCS: Signals Release 3.1b Inter: CANNON/ AVENIDA ENCINAS ilyst: USAI :e: .10/29/99 7W St: CANNON RD. City/St: CARLSBTVD Proj #: 2B0PM Period: 2020 PM PEAK N/S St: AVENIDA ENCINAS CM? »Lanes onfig ume ^ane Width 3R Vol Eastbound LTR _SIGNALIZED INTERSECTION SUMMARY Westbound | Northbound" L T RIL T R 12 0 L TR 40 360 80 12.0 12.0 0 12 0 L TR 200 330 185 12,0 12.0 0 111 L T R 150 40 400 12,0 12,0 12,0 0 Southbound LTR 110 L TR 160 35 35 12.0 12,0 70 ration 0,25 se Combination 1 P y Left Ji Thru • Right f Peds Left Thru Right J Peds Right Right Green Y^low HL Red C^le Length Area Type: All other areas Signal Operations_ 2 3 4 A A A A A A 30,0 25.0 4.0 4.0 1.0 1.0 0 sees NB SB EB WB 5 6 Left P Thru A Right A Peds Left A Thru P Right P Peds Right Right 10.0 12.0 4.0 4.0 1.0 1,0 f r/ Lane Group Capcity Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/c Delay LOS Delay LOS Eastbound estbound 547 908 •lorthbound 219 243 Km 7 67 ^uthbound 182 202 I jffes 1 Tor i •u I I 4 I 1 547 934 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 0.309 0,258 0,309 0.258 0 .124 0.124 0.485 0,103 0.103 16.9 24.3 18,9 25.4 59,2 34.8 7.4 85.1 38 ,7 B C B C E C A F D 23.7 23.5 22.9 76.7 E Intersection Delay =28.5 (sec/veh) Intersection LOS 4 HCS: Signals Release 3.1b Inter: CANNON/ 1-5 SOUTH RAMPS Alyst: USAI Mts: 10/29/99 St: CANNON RD. City/St: CARLSBAD Proj #: 3BOAM Period: 2020 AM PEAK N/S St: 1-5 SOUTH RAMPS 1 t Lanes onfig ume te Width R Vol ation Eastbound LTR SIGNALIZED INTERSECTION SUMMARY 2 1 T R 675 180 12.0 12.0 0 Westbound LTR 2 2 L T 640 250 12.0 12.0 Northbound LTR Southbound LTR 111 L LTR R 885 1 885 12.0 12,0 12,0 0 0,25 se Combination 1 Left Jk Thru • Right f Peds Left Thru Right Peds f Right Right Green Yellow ^ Red Area Type: All other areas Signal Operations 2 3 4 A P A A 20.0 20.0 4.0 4.0 NB. SB WB Left Thru Right Peds Left A Thru A Right P Peds Right Right 1.0 i.o le Length: 105.0 sees 50.0 4.0 1.0 =V.ppr/ Lane (Jroup Capcity Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Sastbound Westbound rorthbound ^uthboiind 843 821 769 i I'es ror I jpu I J I 4 I 1 710 3725 1,06 0.190 85.5 F 76 8 E 302 1583 0,66 0.190 44,1 D 654 3433 1,03 0.190 79.1 E 1596 3725 0,16 0,429 9,3 A 59 5 E 1770 1724 1615 0.88 0.83 0.64 0.476 0.476 0.476 20, 16, 12, C B B 17.0 B Intersection Delay = 46.9 (sec/veh) Intersection LOS = D tter: CANNON/ alyst: USAI te: 10/29/99 E/W St: CANNON RD HCS: Signals Release 3,1b 1-5 SOUTH RAMPS 1 f. Lanes Config lume ^ane Width 'OR Vol I Eastbound LTR City/St: CARLSBAD Proj #: 3B0PM Period-: 2020 PM PEAK N/S st: 1-5 SOUTH RAMPS SIGNALIZED INTERSECTION SUMMARY 2 1 T R 800 120 12,0 12,0 0 Westbound LTR 2 2 L T 850 415 12.0 12.0 Northbound LTR Southbound LTR 111 L LTR R 815 1 300 12.0 12,0 12.0 0 ration 0.25 ase Combination 1 Left Thru ^ Right f Peds Left Thru Right J Peds Right Right Green Yellow M. Red Area Type: All other areas ^Signal Operations 2 3 4 A P A A 30.0 4.0 1.0 NB SB EB WE 30,0 4.0 1.0 Left Thru Right Peds Left Thru Right Peds Right Right A A P 45,0 4.0 1,0 f le Length: 120.0 sees _Intersection Performance Siommary Adj Sat Ratios Lane Group Lane Group Capcity Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS Eastbound jfestbound JTorthbound 03uthbound 664 701 Km 606 I j?es 1 'TOI I •u I jr I 4 I 1 931 3725 0,95 0.250 53.9 D 50 ,9 396 1583 0.34 0.250 30,9 C 858 3433 1.04 0.250 77,5 E 2018 3725 0.22 0.542 3.1 A 53 ,1 1770 0,65 1868 0,61 1615 0.55 Intersection Delay =43,6 0,375 0.375 0.375 20.7 19, 9 21,3 C B C 20,6 (sec/veh) Intersection LOS HCS: Signals Release 3,1b Ster: CANNON/ 1-5 NORTH RAMPS alyst: USAI te: . 10/29/99 E/W St: CANNON RD. City/St: CARLSBAD Proj #: 4B0AM Period: 2020 AM PEAK N/S St: 1-5 NORTH RAMPS 1 SIGNALIZED INTERSECTION SUMMARY H. Lanes BConfig TOlume fcane Width lOR Vol I Eastbound LTR 2 2 L T 195 1365 12,0 12.0 Westbound LTR 2 1 TR R 510 660 12,0 12.0 0 Northbound LTR 0 12 LT R 380 1 1000 12.0 12.0 0 Southbound LTR .ration 0.25 .ase Combination 1 A A m m Left Thru Right I Peds Left Thru Right J Peds Right Right Green Yellow Al Red 4|cle Length: Area Type: All other areas S i gnal 3 < 30.0 4.0 1.0 120.0 2 A A A 30.0 4.0 1.0 sees 5 NB Left A Thru A Right A Peds SB Left Thru Right Peds EB Right WB Right 45.0 4.0 1.0 0.0 f r/ e Lane Group Capcity Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS Eastbound 1 858 2018 f! tbound 884 396 slorthbound 701 \m 1045 ^uthbound I |bu1 I I 4 I 1 3433 3725 3535 1583 1868 2787 0.24 0.250 28.1 C 0.71 0.542 5.6 A 8.4 0.92 0.250 49.0 D 64,5 1,05 0.250 94.9 F 0.57 0,375 19,0 B 43,1 1.01 0.375 52,2 D A Intersection Delay = 36.0 (sec/veh) Intersection LOS = D HCS: Signals Release 3,lb Ijoter: CANNON/ 1-5 NORTH RAMPS ^felyst: USAI I^e: 10/29/99 E/W St: CANNON RD. City/St: CARLSBAD Proj #: 4B0PM Period: 2020 PM PEAK N/S St: 1-5 NORTH RAMPS Mf SIGNALIZED INTERSECTION SUMMARY t Lanes onfig ume ^ane Width )R Vol Eastbound LTR 2 2 L T 355 1260 12,0 12,0 Westbound LTR 2 1 TR R 1470 735 12,0 12,0 0 Northbound LTR 0 1 2 LT R 180 1 740 12,0 12,0 0 Southbound LTR ation 0 ,25 se Combination 1 A A y Left Ji Thru ^ Right «Peds Left Thru Right J Peds Right Right Jreen YfijLlow Red ;le Length Area Type: All other areas Signal Operations_ 3 4 Yell 110 20.0 4.0 1.0 0 2 A A A 50.0 4,0 1,0 NB SB EB WB 5 Left A Thru A Right A Peds Left Thru Right Peds Right Right 25,0 4.0 1.0 0.0 f r/ Lane Group Capcity Intersection Performance Summary_ Ratios Adj Sat Flow Rate (s) Lane Group Approach v/c g/C Delay LOS Delay IOS Sastbound I 624 2540 Westbound lm 1693 720 rorthbound 425 633 0>uthbound J •ut I •r I 4 I 1 3433 3725 3725 1583 1868 2787 0,60 0,182 36.8 0,52 0,682 0.2 0.91 0.455 20,5 1.08 0,455 68,9 D A 8.3 A C E 0.45 0.227 30.1 C 1.23 0.227 151,4 F 36.6 127.6 F Intersection Delay =44.6 (sec/veh) Intersection LOS = D 4 HCS: Signals Release 3.1b §ter: CANNON/ PASEO DEL NORTE alyst: USAI te: 10/29/99 E/W St: CANNON RD. City/St: Proj #: Period: N/S St: CARLSBAD SBOAM 2020 AM PEAK PASEO DEL NORTE T Mf SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound 1 Northbound 1 Southbound | 1 L T R 1 L T R 1 L T R 1 L T R 1 b. Lanes 1 2 2 1 1.2 3 1 12 10 1112 1 pconfig 1 L T R 1 L T R 1 L TR 1 L TR R 1 olume 1255 1480 630 1220 755 95 1215 30 30 |80 25 200 1 ane Width 112.0 12,0 12,0 112.0 12.0 12.0 |12,0 12.0 112.0 12.0 12.0 1 fcOR Vol 0 0 1 0 1 50 1 iration 0,25 Area Type: All other areas Hase ft' B Left Thru Right »Peds Left Thru Right J Peds Right Right Green «llow 1 Red cle Length Combination 1 A A A 30.0 4.0 1,0 125.0 2 3 4 1 5 6 A 1 NB Left A A i Thru A A Right Peds A A I SB Left A A ( Thru A A 1 EB 1 WB Right Peds Right Right A 30,0 10,0 20,0 10,0 4.0 4.0 4,0 4.0 1,0 1.0 1.0 1,0 sees pr/ Lane ne Group p Capcity Intersection Performance S\.uamary Adj Sat Ratios Lane Group Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS Eastbound f l099 1937 823 ife s tbound 275 1285 380 Northbound IM 549 •M 290 Southbound 3433 3725 1583 3433 5353 1583 3433 1814 0,24 0.80 0.85 0.320 0.520 0.520 .84 .62 ,26 0.41 0.22 .080 .240 ,240 .160 ,160 21.6 9,5 15.6 74,1 34.4 30.8 41.7 40,3 C A B E C c D D 12,5 B 42,2 D 41,4 • D i Jt I 4 I 1 142 1770 0.59 0 080 53.7 E 157 1961 0.17 0 080 51.0 D 227 2342 0.74 0 080 64.7 E 61.6 E Intersection Delay =24.0 (sec/veh) Intersection LOS HCS: Iter: CANNON/ PASEO DEL NORTE alyst: USAI Date: 10/29/99 W St: CANNON RD. Signals Release 3.1b City/St: Proj #: Period: N/S St: CARLSBAD 5B0PM 2020 PM PEAK PASEO DEL NORTE SIGNALIZED INTERSECTION SUMMARY 1 1 Eastbound 1 L T R I Westbound 1 L T R 1 Northbound 1 L T R 1 Southbound | 1 L T R 1 9 - Lanes 12 2 1 12 3 1 1 2 1 0 1112 1 liGConfig iLT R ILT R 1 L TR 1 L TR R 1 Volume I42S 1350 225 1125 1505 180 1 555 60 85 1225 75 575 | Bne Width 112.0 12,0 12,0 112,0 12,0 12,0 112,0 12,0 112.0 12.0 12,0 1 JOR Vol 1 0 1 0 0 1 50 1 Duration 0,25 Area Type: All other areas Signal Operations A tase Combination 1 Left Thru Right Peds Left Thru Right Peds Right Right Ieen llow 1 Red Cycle Length: Sne Grp i SB i 136 20.0 4,0 1.0 0 A A A A 40,0 4.0 1.0 sees 3 A A A NB SB EB WB 10.0 4.0 1,0 5 6 Left A Thru A Right A Peds Left A Thru A Right A Peds Right Right 25.0 16.0 4,0 4,0 1,0 1.0 Lane Group Capcity _Intersection Performance summary_ Adj Sat Flow Rate (s) Ratios Lane Group Approach v/c g/C Delay LOS Delay LOS 's tbound 1 757 3433 0.59 0.221 39.8 D 1506 3725 0.94 0,404 33.6 C 32,9 C 640 1583 0.39 0,404 15.1 B btboxjmd 1 505 3433 0,26 0.147 45.8 D 1574 5353 1.01 0,294 58,9 E 55,0- D 466 1583 0,41 0,294 28,4 C Irtlibound 1 631 3433 0,93 0,184 S6.1 E • 329 1789 0.46 0,184 43,1 D 61.4 E [ithbound 1 208 1770 1,14 0.118 159.7 F ' 231 1961 0.34 0,118 51,1 D 307.5 F 334 2842 1.75 0.118 402,3 F 1 Intersection Delay = 51.5 (sec/veh) Intersection LOS = D R i R J I 4 I 1 4 Inter: CANNON/ LEGO DR. PLMlyst: USAI oBe: 10/29/99 E/W St: CANNON RD. HCS: Signals Release 3,1b City/St: CARLSBAD Proj #: 6B0AM Period: 2020 AM PEAK N/S St: LEGO DR. SIGNALIZED INTERSECTION SUMMARY Lanes iKonfig #ane Width 3R Vol Eastbound LTR 2 1 T R 1115 405 12,0 12,0 0 Westbound LTR 2 2 L T 875 1670 12,0 12.0 Northbound LTR 2 L 255 12.0 1 R 50 12.0 0 Southbound LTR atxon 0,25 Area Type: All other areas Left Ji Thru ^ Right f Peds Left Thru Right J Peds Right Right Green Y^low Red 1 2 3 4 1 5 1 NB Left A A 1 Thru A 1 Right A 1 Peds A i SB Left A A 1 Thru 1 Right 1 Peds 1 EB Right 1 WB Right «r/ 32,0 40.0 20.0 4.0 4.0 4.0 1.0 1,0 1.0 le Length: 107,0 sees _Intersection Performance Summary Adj Sat Ratios Lane Group Lane Group Capcity Flow Rate (s) Approach v/c g/C Delay LOS Delay LOS Eastbound I Met 1 estibound 1393 3725 0.84 0.374 23.3 C 23.3 C 592 1583 0.76 0 .374 23,4 C 1027 3433 0.90 0.299 36.1 D 2681 3725 0.66 0.720 0,6 A 12.8 B Northbound ]M 642 iB 296 •outhbound 3433 0.42 6.187 32.9 C 1583 0.18 0.187 31.3 C 32.7 C I J I 4 I 1 Intersection Delay =17.9 (sec/veh) Intersection LOS = B HCS: Signals Release 3,1b Inter: CANNON/ LEGO DR, falyst: USAI te: 10/29/99 W St: CANNON RD. City/St: CARLSBAD Proj #: 6B0PM Period: -2020 PM PEAK N/S St: LEGO DR. Iia, Lanes Bconfig HBlume ^ane Width ^ffiOR Vol B^^ticsn SIGNALIZED INTERSECTION SUMMARY Eastbound LTR 2 1 T R 1380 285 12.0 12,0 0 Westbound LTR 2 2 L T 370 945 12,0 12,0 Northbound LTR 111 L LTR R 935 1 500 12.0 12,0 12,0 0 Southbound LTR 0.25 ,ase Combination 1 Left I •I Thru fF Right Peds I Left Thru Right Peds A Right Right ^^een Yellow f Red le Length Area Type: All other areas Signal Operations_ 2 3 4 A A 113 A A 20-0 4.0 1,0 -0 NB SB EB WB 5 Left A Thru A Right A Peds Left Thru Right Peds Right Right 45.0 4.0 1,0 sees 33,0 4.0 1.0 Appr/ le Lane Group Capcity ^Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Sastbound i fes 1 Westbound 1483 3725 0.98 0,398 37.4 D 33,4 C 630 1583 0.50 0.3 98 14,9 B 608 3433 • 0.64 0.177 39,2 D 2308 3725 0.43 0.619 0.1 A 11.1 B lorthbound 517 f S39 462 ^uthbound 1770 1847 1583 1,05 0.92 1.02 0.292 0,292 0.292 81.3 49.6 77.1 F D E 69.5 I J I 4 I 1 Intersection Delay =38.5 (sec/veh) Intersection LOS