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HomeMy WebLinkAboutRP 05-11; Hilton Carlsbad Beach Resort; Redevelopment Permits (RP) (8)TRANSPORTATION ANALYSIS for HOTEL CARLSBAD BEACH RESORT AND SPA Prepared for . WAVECREST RESORTS H, L.L.C. First Submittal: August 4, 2005 . © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 4540 Kearny Villa Road, Suite 106 San Diego, California 92123-1573 (858) 560-4911 Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 TRANSPORTATION ANALYSIS TABLE OF CONTENTS Section Page 1.0 INTRODUCTION 1-1 2.0 METHODOLOGY 2-1 3.0 EXISTING CONDITIONS 3-1 4.0 THE PROJECT TRIP GENERATION 4-1 5.0 EXISTING PLUS PROJECT CONDITIONS '. 5-1 6.0 YEAR 2030 CONDITIONS 6-1 7.0 CONCLUSIONS AND RECOMMENDATIONS 7-1 8.0 REFERENCES 8-1 9.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS 9-1 APPENDICES A. Existing Conditions Worksheets B. Existing Plus Project Conditions Levels of Service Worksheets C. Year 2030 Conditions Intersection Levels of Service Worksheets 005404 i 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts 77, LL C. August 4, 2005 LIST OF FIGURES Number Page 1-1 Project Location Map 1-2 3-1 Existing Lane Configurations 3-2 3-2 Existing Average Daily Traffic 3-3 3- 3 Existing AM/PM Peak Hour Traffic 3-6 4- 1 Project Site Plan 4-2 4-2 Project Only Trip Distribution Percentages 4-4 4-3 Project Only Average Daily Traffic Volumes 4-5 4- 4 Project Only AM/PM Peak Hour Traffic Volumes 4-6 5- 1 Existing + Project Average Daily Traffic Volumes 5-2 5- 2 Existing Plus Project AM/PM Peak Hour Traffic Volumes 5-3 6- 1 Year 2030 With Project Average Daily Traffic Volumes 6-2 6-2 Year 2030 With Project AM/PM Peak Hour Traffic Volumes 6-3 005404 ii 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 LIST OF TABLES Number Page 3-1 Existing Street Segment Level of Service Summary ' 3-4 3-2 Existing Intersection Level of Service Summary 3-7 3- 3 Existing Freeway Segment Levels of Service Summary 3-8 4- 1 Project Trip Generation 4-3 5- 1 Existing + Project Street Segment Level of Service Summary 5-4 5-2 Existing + Project Intersection Level of Service Summary 5-5 5- 3 Existing + Project Freeway Segment Levels of Service Summary 5-7 6- 1 Year 2030 + Project Street Segment Level of Service Summary 6-4 6-2 Year 2030 Intersection Level of Service Summary 6-5 6-3 Year 2030 Freeway Segment Level of Service Summary 6-7 005404 -iii- 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 1.0 INTRODUCTION rban Systems Associates, Inc. (USAI) was retained by the Wavecrest Resorts II, L.L.C. to evaluate possible traffic impacts from the development of the Hilton Carlsbad Beach Resort and Spa in the City of Carlsbad. Figure 1-1 shows the project location. The project consists of 215 hotel rooms with internal meeting rooms and a restaurant. In order to evaluate possible project traffic impacts, Existing, Existing Plus Project, and Year 2030 Conditions were evaluated. Year 2030 traffic volumes were estimated using the San Diego Area of Governments (SANDAG) Combined North County Transportation Model, Carlsbad Subarea, assumed built-out in Year 2030. 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 Year 2030 Conditions 7.0 Conclusions and Recommendations 005404 1-1 5404-Report_A.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 FIGURE 1-1 Project Location Map 5404-Oraphics.dwo 005404 1-2 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 2.0 EVALUATION METHODOLOGY 2.1 TRAFFIC PERFORMANCE STANDARD The Congestion Management Program (CMP) guidelines were developed to provide a set of procedures for completing enhanced CEQA review for certain projects. The guidelines, prepared by the San Diego Association of Governments (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 would generate only 2,150 average daily trips, 129 AM and 172 PM peak hour trips, so that a CMP analsysis is not required. 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 and level of service "C" during non-peak hours. This evaluation includes this standard of performance. 2.3 COMPUTER TRAVEL FORECASTS Computer travel forecasts used for the analysis of Year 2030 conditions was prepared by the City of Carlsbad and SANDAG. The SANDAG Cities/County Combined North County Year 2030 Transportation Forecast prepared in June 2004 was used for evaluation of Year 2030 conditions. 005404 2-1 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LL C. August 4, 2005 2.4 INTERSECTION LEVEL OF SERVICE LOS PROCEDURES To determine future intersection peak hour Levels of Service (LOS), and for Congestion Management Program evaluation purposes, intersection levels of service were calculated using the 2000 Highway Capacity Manual (HCM) computer software methodology. Existing and Existing Plus Project Conditions were determined using the Intersection Capacity Utilization (ICU) method, since that method was used for the existing conditions evaluation in the latest (Year 2004) City of Carlsbad Growth Management Plan traffic monitoring report. 2.5 DETERMINATION OF SIGNIFICANT IMPACTS Project traffic impacts to study area intersections are based on Guidelines for Traffic Impact Studies in the San Dieso Resion, SANTEC/ITE final draft March 2, 2000. However, at roadway segments, the threshold of significance is an allowable increase in volume to capacity ratio during the peak hour so that a level of service "D" is not exceeded as included in the City's Growth Management Program Circulation Performance Standards. At intersections, the threshold of significance is an increase in delay of more than two seconds at signalized intersections, only for intersections at LOS "E" or "F", with LOS "D" being acceptable, so that the threshold of significance of more than two seconds of additional delay does not apply at LOS "D" locations. 005404 2-2 5404-Reporl.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 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 recent daily roadway traffic counts and peak period manual traffic counts at intersections. 3.1 STREET SEGMENTS Figure 3-1 shows existing lane configurations and roadway classifications for street segments within and adjacent to the study area. Figure 3-2 shows existing average daily traffic volumes on street segments within the study area. These volumes were taken fi-om recent traffic counts conducted for the City of Carlsbad's 2004 Traffic Monitoring Program, or provided other traffic studies prepared for nearby projects. Table 3-1 includes existing street segment levels of service based on the highest peak hour flow per lane, taken fi-om intersection peak hour traffic counts, and a per lane capacity of 1,800 VPHPL. As shown, all street segments currently operate acceptably. 005404 3-1 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 FIGURE 3-1 Existing Lane Configurations 5404-GrBphics.dwg 005404 3-2 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 212.000 20.048 20.048 20.048 19.700 FIGURE 3-2 Existing Average Daily Traffic Volumes 5404-Graphics.dwg 005404 3-3 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 3-1 Existing Street Segment Level of Service Summary Segment Class. ADT VPHPL V/C LOS Carlsbad Boulevard Palomar Airport Road. - Poinsettia Lane 4-MA 18,672 420 (NP) 0.23 A Poinsettia Lane - Ponto Drive 4-MA 20,048 635 (SA) 0.35 A Ponto Drive - Avenida Encinas 4-MA 20,048 640 (SA) 0.35 A Avenida Encinas - La Costa Avenue 4-MA 20,048 712 (SA) 0.39 A South of La Costa Avenue 4-MA 19,700 768 (SA) 0.42 A Poinsettia Lane Carlsbad Boulevard - Avenida Encinas 4-SA 6,500 166 0.09 A Avenida Encinas - Interstate 5 4-MA 17,500 313 (EP) 0.17 A Ponto Drive Carlsbad Boulevard - Whitewater Street 2-C 800 39 (WP) 0.02 A Legend 4-MA 4-lane Major Arterial LOS VC 4-SA 4-lane Secondary Arterial A 0.00-0.60 2-C 2-lane Collector B 0.61-0.70 VPHPL Vehicles per Lane per Hour C 0.71-0.80 V Hourly Volume D 0.81-0.90 C Capacity per Lane @ 1,800 E 0.91 - 1.00 EP Eastbound, PM F Over 1.00 WP SA NP Westbound, PM Southbound, AM Northbound, PM 005404 3-4 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4. 2005 3.2 INTERSECTIONS Figures 3-3 shows existing AM and PM peak hour traffic volumes at the study area intersections. These volumes were taken from the City of Carlsbad Year 2004 Traffic Monitoring Program or are taken from the Ponto Vision Plan Traffic Constraints Study, September 3, 2004, prepared by RBF Consulting for the City of Carlsbad. 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. 3.3 INTERSTATE 5 Table 3-3 shows average daily traffic volumes on Interstate 5 (1-5) north and south of the project area. Also shown are estimates of the peak hour flow on the 1-5 mainlanes. Based on these estimates, the existing peak hour levels of service in the peak direction are at "F-0", indicating considerable delay, heavy congestion, and stop and go traffic. Appendix A includes existing conditions traffic counts and levels of service worksheets. 005404 3-5 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4. 2005 186/219 4 240/236 ^266/357 SOURCE ® ® ID O Ponto Vision Plan Traffic Constraints Study, RBF, August 2004 City of Carlsbad 2004 Traffic Monitoring Report FIGURE 3-3 Existing AM / PM Peak Hour Traffic Voliunes 5404-GTaphics.dwg 005404 3-6 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 3-2 Existing Intersection Level of Service Summary AM Peak Hour PM Peak Hour Location ICU LOS ICU LOS Poinsettia Lane /1-5 SB Ramps 0.41 A 0.53 A Poinsettia Lane /1-5 NB Ramps 0.50 A 0.51 A Poinsettia Lane / Avenida Encinas 0.41 A 0.61 B Carlsbad Boulevard / Poinsettia Lane 0.38 A 0.41 A Carlsbad Boulevard / Ponto Drive 0.45 A 0.36 A Carlsbad Boulevard / Avenida Encinas 0.46 A 0.33 A Carlsbad Boulevard / La Costa Avenue 0.57 A 0.52 A Legend ICU LOS Intersection Capacity Utilization Level of Service LOS ICU 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 Over 1.00 005404 3-7 5404-Reporl.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 3-3 Existing Freeway Segment Level Of Service Summary Segment Lanes Cap. ADT (1) Peak Hour % Direction Split Truck Factor Peak Volume V/C LOS (2) Interstate 5 - Existing Leucadia Blvd. - La Costa Ave. 8 2,350 220,000 0.08 0.60 0.97 2,722 1.15 F(0) La Costa Ave. - Poinsettia Ln. 8 2,350 216,000 0.08 0.60 0.97 2,672 1.13 F(0) Poinsettia Ln. - Palomar Airport Rd. 8 2,350 212,000 0.08 0.60 0.97 2,622 1.11 F(0) LEGEND: Cap. = Capacity in one direction ADT = Average Daily Traffic V/C = Volume to Capacity Ratio LOS = Level of Service Peak Hour % = % of ADT in Peak Hour Direction Split = % of Peak Hour in Truck Factor = Represents Capacity NOTES: (1) Year 2003 Caltrans District 11 (2) Caltrans District 11 LOS Estimation 005404 3-8 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LL C. August 4, 2005 4.0 HOTEL CARLSBAD BEACH RESORT AND SPA TRIP GENERATION Figure 4-1 shows the project site plan. 4.1 TRIP GENERATION Table 4-1 shows the vehicle trip generation expected from the 215 room resort, which also includes internal meeting rooms and a guest restaurant. As shown in this table, the expected average daily traffic (ADT) volume is 2,150 ADT, with 129 vehicles per hour in the AM peak hour (77 VPH inbound, 52 VPH outbound) and 172 vehicles per hour in the PM peak hour (103 VPH inbound, 69 VPH outbound). 4.2 PROJECT TRIP DISTRIBUTION Figure 4-2 shows project only direction distribution percentages of project traffic onto the adjacent roadway system. These percentages were taken from the Ponto Vision Plan Traffic Study, and adjusted based on engineering judgement of the distribution for a beach and freeway oriented hotel. Figure 4-3 includes project only weekday average daily traffic volumes. These volumes will be used for subsequent evaluation in the report. Figure 4-4 shows project only AM and PM peak hour traffic volumes within the study area. These volumes will be used for subsequent project evaluations in this report. 005404 4-1 5404-Report_A.wpd S' i to O -I Si. .o GO O i 3 TO m a. 3 tra O O I to o >( 5" C3- B a, to TO o n o SI. 0 o Co 5 Co S3 I Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 4-1 Project Trip Generation Use Amount Trip Rate ADT AM PEAK HOUR PM PEAK HOUR Use Amount Trip Rate ADT % # In/Out In Out % # In/Out In Out Hotel Rooms 215 Rooms 10 /room 2,150 6 129 6 : 4 77 52 8 172 6 : 4 103 69 005404 4-3 5404-Report_A. wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 FIGURE 4-2 Project Trip Distribution Percentages 54Q4-Graphics.dwg 005404 4-4 5404-Reporl.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. Wrban Systems Associates, Inc. August 4, 2005 1,720 FIGURE 4-3 NO SCALE Project Only Average Daily Traffic Volumes 5404-<3r8phics.dwg 005404 4-5 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 in \ i ^50/67 \r o m 00 ! 50/67 34/45 • r O) \ rs ro J r O) \ rs ro J M 13/18 O) \ rs ro J M 13/18 28/37 • 6/8^ 4/5 25/33 • 3/4->^ \ 0> \ 0> 1^ 12/15 1^ ! > FIGURE 4-4 Project Only AM/PM Peak Hour Traffic Volumes 5404-Graphics.(twg 005404 4-6 5404-Reporl wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 5.0 EXISTING PLUS PROJECT CONDITIONS 5.1 STREET SEGMENTS Figure 5-1 shows project only average daily traffic volumes added to existing conditions. Figure 5-2 shows project only AM and PM peak hour volumes added to existing peak hour volumes at study area intersections. Table 5-1 simimarizes street segment levels of service using the peak hour flow per lane on each segment between intersections. As shown in this table, all segments evaluated would operate acceptably at LOS "D" or better, with project traffic added. Therefore, project direct impacts to street segments for this condition are considered less than significant so that no roadway widening would be needed nor is recommended. 5.2 INTERSECTIONS Table 5-2 summarizes intersection levels of service with project traffic added to existing AM and PM peak hour volumes at intersections within the study area As shown in this table, all study area intersections are expected to operate acceptably at LOS "D" or better so that no intersection mitigation would be needed, or is recommended. 005404 5-1 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 18,995 21,768 20,478 20,478 19,808 FIGURE 5-1 NO SCALE Existing + Project Average Daily Traffic Volumes 5404-Graptlics.dv^ 005404 5-2 5404-Report. wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 in in (o in inin w \« •*in o T- <D in in (o in inin w \« •*in o T- <D 80/149 M 0/0 ^ 260/225 7/2-^ 9/7 • 4/12-^ \\r o o> O) ••- / •' - d-/ •* / »- FIGURE 5-2 Existing + Project AM/PM Peak Hour Traffic Volumes 5404-Graphics.dwg 005404 5-3 5404-Report. wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. Wrban Systems Associates, Inc. August 4. 2005 TABLE 5-1 Existing + Project Street Segment Level of Service Summary Segment Class. ADT VPHPL V/C LOS Carlsbad Boulevard Palomar Airport Road. - Poinsettia Lane 4-MA 18,995 430 (NP) 0.23 A Poinsettia Lane - Ponto Drive 4-MA 21,768 697 (SA) 0.38 A Ponto Drive - Avenida Encinas 4-MA 20,478 650 (SA) 0.36 A Avenida Encinas - La Costa Avenue 4-MA 20,478 717 (SA) 0.39 A South of La Costa Avenue 4-MA 19,808 770 (SA) 0.42 A Poinsettia Lane Carlsbad Boulevard - Avenida Encinas 4-SA 7,897 228 (WP) 0.12 A Avenida Encinas - Interstate 5 4-MA 18,897 350(EP) 0.18 A Ponto Drive Carlsbad Boulevard - Whitewater Street 2-C 2,950 108 (WP) 0.06 A Legend 4-MA = 4-lane Major Arterial 4-SA = 4-lane Secondary Arterial 2-C = = 2-lane Collector VPHPL = = Vehicles per Lane per Hour V = Hourly Volume C = = Capacity per Lane @ 1,800 VPHPL EP = Eastbound, PM WP = = Westbound, PM SA = Southbound, AM NP = Northbound, PM LOS VC 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 Over 1.00 005404 5-4 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 5-2 Existing + Project Intersection Level of Service Summary AM Peak Hour PM Peak Hour Without Project With Project Without Project With Project Location ICU LOS ICU LOS ICU LOS ICU LOS Poinsettia Lane /1-5 SB Ramps 0.41 A 0.42 A 0.53 A 0.56 A Poinsettia Lane /1-5 NB Ramps 0.50 A 0.51 A 0.51 A 0.52 A Poinsettia Lane / Avenida Encinas 0.41 A 0.41 A 0.61 B 0.61 B Carlsbad Boulevard / Poinsettia Lane 0.38 A 0.40 A 0.41 A 0.44 A Carlsbad Boulevard / Ponto Drive 0.45 A 0.47 A 0.36 A 0.42 A Carlsbad Boulevard / Avenida Encinas 0.46 A 0.46 A 0.33 A 0.34 A Carlsbad Boulevard / La Costa Avenue 0.57 A 0.57 A 0.52 A 0.53 A Legend ICU LOS Intersection Capacity Utilization Level of Service LOS ICU 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 Over 1.00 005404 5-5 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 The SANTEC/ITE threshold for intersection significant impacts is an increase in delay of more than two seconds if the level of service is at LOS "E" or "F". The resulting levels of service v^ith project traffic added to existing volumes are at LOS "D" or better, so that the project's intersection impacts are considered to be less than significant. 5.3 INTERSTATE 5 Table 5-3 summarizes the Interstate 5 mainlane segment levels of service with and without project traffic added to the existing peak hour flow. The SANTEC/ITE threshold for a freeway mainlane significant project impact is an increase in volume to capacity (v/c) ratio of more than one percent. As shovm in this table, the increase in v/c ratio on evaluated segments is one percent or less, so that the project's impacts to Interstate 5 is considered less than significant. Appendix B includes Existing Plus Project intersection levels of service worksheets. 005404 5-6 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 5-3 Existing + Project Freeway Segment Level Of Service Summary Segment Lanes Cap. ADT (1) Peak Hour % Direction Split Truck Factor Peak Volume V/C LOS (2) Interstate 5 - Existing With Project Leucadia Blvd. - La Costa Ave. 8 2,350 220,538 0.08 0.60 0.97 2,728 1.16 . F(0) La Costa Ave. - Poinsettia Ln. 8 2,350 216,258 0.08 0.60 0.97 2,675 1.13 F(0) Poinsettia Ln. - Palomar Airport Rd. 8 2,350 213,032 0.08 0.60 0.97 2,635 1.12 F(0) Interstate 5 - Existing Without Project Leucadia Blvd. - La Costa Ave. 8 2,350 220,000 0.08 0.60 0.97 2,722 1.15 F(0) La Costa Ave. - Poinsettia Ln. 8 2,350 216,000 0.08 0.60 0.97 2,672 1.13 F(0) Poinsettia Ln. - Palomar Airport Rd. 8 2,350 212,000 0.08 0.60 0.97 2,622 1.11 F(0) Segment V/C With Project V/C Without Project Change in V/C Significant? Leucadia Blvd. - La Costa Ave. 1.16 1.15 0.01 No La Costa Ave. - Poinsettia Ln. 1.13 1.13 0.00 No Poinsettia Ln. - Palomar Airport Rd. 1.12 1.11 0.01 No LEGEND: Cap. = Capacity in one direction ADT = Average Daily Traffic V/C = Volume to Capacity Ratio LOS = Level of Service Peak Hour % = % of ADT in Peak Hour Direction Split = % of Peak Hour in Peak Direction Truck Factor = Represents Capacity Reduction for Heavy Vehicles NOTES: (1) Year 2003 Caltrans District 11 (2) Caltrans District 11 LOS Estmation Procedures 005404 5-7 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LL C. August 4, 2005 6.0 YEAR 2030 PLUS PROJECT CONDITIONS Year 2030 traffic volumes were based on the SANDAG Series 10 traffic model as included in the Ponto Vision Plan Traffic Constraints Study, dated September 3,2004, prepared by RBF Consulting. This hotel project is consistent with the land use assumptions of that study. 6.1 STREET SEGMENTS Figure 6-1 shows project only average daily traffic volumes included in Year 2030 conditions. Figure 6-2 shows project only AM and PM peak hour volumes included in Year 2030 peak hour volumes at study area intersections. Table 6-1 summarizes street segment levels of service using the peak hour flow per lane on each segment between intersections. As shovm in this table, all segments evaluated would operate acceptably at LOS "D" or better, with project traffic included. Therefore, project direct impacts to street segments for this condition are considered less than significant so that no roadway widening would be needed nor is recommended. 6.2 INTERSECTIONS Table 6-2 summarizes intersection levels of service with project traffic included in Year 2030 AM and PM peak hour volumes at intersections within the study area As shown in this table, all study area intersections are expected to operate acceptably at LOS "D" or better so that no intersection mitigation would be needed, or is recommended. 005404 6-1 5404-Report_A.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. Wrban Systems Associates, Inc. August 4, 2005 286,000 25.100 28.500 25.300 31.900 SOURCE SANDAG/Carlsbad Combined North County Traffic Model - July 1,2004 24,500 FIGURE 6-1 Year 2030 Average Daily Traffic Volumes 5404-Graphlcs.dv>^ 005404 6-2 5404-Report. wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 <342/229 .974/661 i 377/437 CO CM CM CM (V. CM CO CO^O to CM 1030/980 •481/995 329/280 M 1318/1685 239/252— 667/1320-^ <0 0> 01 in\in CM o CM o <0 0> 01 in\in CM o CM o FIGURE 6-2 Year 2030 AM / PM Peak Hour Traffic Volumes NO SCALE 5404-GrapNcs.d^ 005404 6-3 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 6-1 Year 2030 Street Segment Level of Service Summary With Project Segment Class. ADT VPHPL V/C LOS Carlsbad Boulevard Palomar Airport Road. - Poinsettia Lane 4-MA 25,100 1,052 (NP) 0.58 A Poinsettia Lane - Ponto Drive 4-MA 28,500 979 (SA) 0.54 A Ponto Drive - Avenida Encinas 4-MA 25,300 941 (SA) 0.52 A Avenida Encinas - La Costa Avenue 4-MA 31,900 1,077 (SA) 0.59 A South of La Costa Avenue 4-MA 24,500 1,214 (SA) 0.67 B Poinsettia Lane Carlsbad Boulevard - Avenida Encinas 4-SA 12,300 596 (WP) 0.33 A Avenida Encinas - Interstate 5 4-MA 28,600 927(EP) 0.51 A Ponto Drive Carlsbad Boulevard - Whitewater Street 2-C 8,800 257 (EP) 0.14 A Legend 4-MA = 4-lane Major Arterial LOS VC 4-SA = 4-lane Secondary Arterial A 0.00 - 0.60 2-C = 2-lane Collector B 0.61-0.70 VPHPL = Vehicles per Lane per Hour C 0.71-0.80 V = Hourly Volume D 0.81-0.90 C = Capacity per Lane @ 1,800 VPHPL E 0.91 -1.00 EP = Eastbound, PM F Over 1.00 WP = Westbound, PM SA = Southbound, AM NP = Northbound, PM 005404 6-4 5404-Report wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 6-2 Year 2030 Intersection Level of Service Summary AM Peak Hour PM Peak Hour Without Project With Project Without Project With Project Location ICU LOS ICU LOS ICU LOS ICU LOS Poinsettia Lane /1-5 SB Ramps 33.2 C 34.7 D 47.8 D 49.5 D Poinsettia Lane /1-5 NB Ramps 36.7 D 37.0 D 40.1 D 40.7 D Poinsettia Lane / Avenida Encinas 45.4 D 47.1 D 52.0 D 53.0 D Carlsbad Boulevard / Poinsettia Lane 37.6 D 38.2 D 54.3 D 54.6 D Carlsbad Boulevard / Ponto Drive 21.7 C 22.7 C 31.5 C 33.9 C Carlsbad Boulevard / Avenida Encinas 30.1 C 30.6 C 25.9 C 26.3 C Carlsbad Boulevard / La Costa Avenue 35.1 D 35.5 D 35.6 D 36.4 D Legend ICU LOS Intersection Capacity Utilization Level of Service LOS Delay (Seconds) A 0.00-10.0 B 10.1-20.0 C 20.1 -35.0 D 35.1 -55.0 E 55.1 - 80.0 F Over 80 005404 6-5 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 The SANTEC/ITE threshold for intersection significant impacts is an increase in delay of more than two seconds if the level of service is at LOS "E" or "F". The resulting levels of service with project traffic added to existing volumes are at LOS "D" or better, so that the project's intersection impacts are considered to be less than significant. 6.3 INTERSTATE 5 Table 6-3 summarizes the Interstate 5 mainlane segment levels of service with and without project traffic added to the Year 2030 peak hour flow. The SANTEC/ITE threshold for a freeway mainlane significant project impact is an increase in volimie to capacity (v/c) ratio of more than one percent. As shown in this table, the increase in v/c ratio on evaluated segments is one percent or less, so that the project's impact to Interstate 5 is considered less than significant. 005404 6-6 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LL C. ©Urban Systems Associates, Inc. August 4, 2005 TABLE 6-3 Year 2030 Freeway Segment Level Of Service Summary Segment Lanes (1) Capacity Per Lane (1) ADT (2) Peak Hour % Direction Split Truck Factor Peak Volume (3) V/C LOS (4) Interstate 5 - Year 2030 With Project Leucadia Blvd. - La Costa Ave. 8+2 HOY 2,350 295,000 0.08 0.60 0.97 3,150 1.34 F(l) La Costa Ave. - Poinsettia Ln. 8+2 HOY 2,350 294,000 0.08 0.60 0.97 3,137 1.33 F(l) Poinsettia Ln. - Palomar Airport Rd. 8+2 HOY 2,350 286,000 0.08 0.60 0.97 3,038 1.29 F(l) Interstate 5 - Year 2030 Without Project Leucadia Blvd. - La Costa Ave. 8+2 HOY 2,350 294,462 0.08 0.60 0.97 2,722 1.33 F(l) La Costa Ave. - Poinsettia Ln. 8+2 HOY 2,350 293,742 0.08 0.60 0.97 2,672 1.33 F(l) Poinsettia Ln. - Palomar Airport Rd. 8+2 HOY 2,350 284,968 0.08 0.60 0.97 2,622 1.28 F(l) •, • Segment V/C With Project V/C Without Project Change in V/C Significant? Leucadia Blvd. - La Costa Ave. L34 L33 0.01 No La Costa Ave. - Poinsettia Ln. L33 1.33 0.00 No Poinsettia Ln, - Palomar Airport Rd. L29 1.28 0.01 No LEGEND: Cap. = Capacity in one direction ADT = Average Daily Traffic Y/C = Volume to Capacity Ratio LOS = Level of Service Peak Hour % = % of ADT in Peak Hour Direction Split = % of Peak Hour in Peak Direction Truck Factor = Represents Capacity Reduction for Heavy Vehicles NOTES: (1) HOY Capacity at 2,000 VPH; Main Lanes at 2,350 VPH (2) Year 2030 Combined North County Traffic Model (SANDAG, July 1, 2004) (3) Peak Volume = (ADT x 0.08 x 0.6 / 0.97) - (2,000 HOY VPH) / 4 (4) Caltrans District 11 LOS Estmation Procedures 005404 6-7 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, L.L C. August 4, 2005 7.0 CONCLUSIONS AND RECOMMENDATIONS 7.1 EXISTING CONDITIONS 7.L1 Street Segments All study area street segments are currently operating acceptably at LOS "D" or better so that no roadway widening is needed. 7.1.2 Intersections All study area intersections are currently operating at LOS "D" or better during the AM and PM peak hours so that no intersection mitigation is needed. 7.1.3 Interstate 5 Segments of Interstate 5 north and south of Poinsettia Lane are at LOS "F-0", indicating considerable delay, heavy congestion, and stop-and-go traffic during peak hours in the peak direction. The 2002 SANDAG Congestion Management Program has identified Interstate 5 in the area from Manchester Avenue to State Route 78 at level of service "F", while the CMP LOS standard for these segments is at LOS "E". Therefore, these segments exceed the standard so that a Deficiency Plan must be prepared by the lead agencies, SANDAG and Caltrans. These Deficiency Plans will be 005404 7-1 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LL C. August 4, 2005 prepared using the SANDAG Regional Traffic Model. The land use assxunption for the project area is consistent with the traffic model assumption, so that future cumulative impacts to Interstate 5 would be adressed in the Interstate 5 Deficiency Plan. 7.2 EXISTING PLUS PROJECT CONDITIONS 7.2.1 Street Segments Study area street segments are expected to operate at LOS "D" or better with project traffic added. Project impacts are considered less than significant so that no project roadway mitigation is warranted, nor required. 7.2.2 Intersections All study area intersections are expected to operate at LOS "D" or better with project traffic added to existing AM and PM traffic volumes. Project impacts are considered less than significant. No project intersection mitigation is needed, nor recommended. 7.2.3 Interstate 5 Project traffic added to Interstate 5 mainlanes is expected to cause an increase in volume-to-capacity ratio of only one percent or less so that project impacts are considered less than significant. 005404 7-2 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4. 2005 The Interstate 5 Deficiency Plan evaluation prepared by SANDAG and Caltrans as lead agencies will address cumulative impacts since the project land use is consistent with the SANDAG Regional Traffic Model. 7.3 YEAR 2030 PLUS PROJECT CONDITIONS 7.3.1 Street Segments Study area street segments are expected to operate at LOS "D" or better with project traffic added in Year 2030. Project impacts are considered less than significant so that no project roadway mitigation is warranted, nor required. 005404 7-3 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, L L C. A ugust 4,2005 7.3.2 Intersections All study area intersections are expected to operate at LOS "D" or better with project traffic added to existing AM and PM traffic volumes. Project impacts are considered less than significant. No project intersection mitigation is needed, nor recommended for Year 2030. 7.3.3 Interstate 5 Project traffic added to Interstate 5 mainlanes is expected to cause an increase in volume-to-capacity ratio of only one percent or less so that project impacts are considered less than significant in Year 2030. The Interstate 5 Deficiency Plan evaluation prepared by SANDAG and Caltrans as lead agencies will address cumulative impacts since the project land use is consistent with the SANDAG Regional Traffic Model. 005404 7-4 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa Wavecrest Resorts II, LLC. ©Urban Systems Associates, Inc. August 4, 2005 8.0 REFERENCES San Diego Region Traffic Engineer's Council (SANTEC) and Institute of Transportation Engineers (ITE), California Border Section, Guidelines for Congestion Management Program (CMP) Traffic Impact Report. San Diego, CA (2000) Transportation Research Board, 2000 Highwav Capacitv Manual Special Report. Washington, DC (2000) SANDAG 2002 Congestion Management Program Update. (January 2003) Ponto Vision Plan Traffic Constraints Study. September 3, 2004, Prepared by RBF Consulting 005404 5404-Report.wpd Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LL C. August 4, 2005 9.0 URBAN SYSTEMS ASSOCIATES INC. PREPARERS Principal Plarming Director Sandee Witcraft-Schlaefli; J.D. Juris Doctor, Graduate courses Urban Planning, B.A. Political Science/Social Welfare Principal Engineer Andy P. Schlaefli/ M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer Project Engineer Sam P. Kab, II; Licensed Traffic Engineer Senior Technical Support. Graphics and Illustrations Mark A. Schlaefli Word Processing. Report Production and Compilation Kathryn Villavicencio 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 findings, 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 of this analysis is unable to warrant, either express or implied, that any forecasts are statements of actual true conditions which will in fact exist at any future date. Services performed by Urban System professionals resulting in this document are of a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation expressed or implied and no warranty or guarantee is included or intended in this report, document opinion or otherwise. Any changes by others to this analysis or re-use of document at a later point in time or other location, without the express consent and concurrence of Urban Systems releases and relieves Urban Systems of any liability, responsibility or duty for subsequent questions, claims, or damages. 005404 9-1 5404-Report.wpd V Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 APPENDIX A EXISTING CONDITIONS WORKSHEETS • Traffic Coimt Summaries ICU Worksheets 005404 5404-Report.wpd 110 Appendix D - Traffic Impact Studies Guidelin es of "C." Individual local jurisdictions, as well as Caltrans, have slightly different LOS objectives For example, the Regional Growth Management Strategy for San Diego has a level-of-service objective of "D;" while the Congestion Management Program has established a minimum level of -service of "E", or "F" if that is the existing 1990 base year LOS. In other words, if the existing LOS is "D" or worse, preservation of the existing LOS must be maintained or acceptable mitigation must be identified. Definitions of LOS currently used by Caltrans are provided in Exhibit D-1. These guidelines do not establish a legal standard for these functions, but are intended to supplement any individual TIS manuals or level of service objectives for the various jurisdictions. These guidelines attempt to consolidate regional efforts to identify when a TIS is needed, what professional procedures should be followed, and what constitutes a significant traffic impact. The instructions outlined in these guidelines are subject to update as future conditions and experience become available. Special situations may call for variation from these guidelines. Caltrans and lead agencies should agree on the specific methods used in traffic impact studies involving any State Route facilities, including metered and unmetered freeway ramps. 4.0 NEED FOR A STUDY A TIS should be prepared for all projects which generate traffic greater than 1,000 total average daily trips (ADT) or 100 peak-hour trips. If a proposed project is not in conformance with the land use and/or transportation element of the general or community plan, use threshold rates of 500 ADT or 50 peak-hour trips. Early consultation with any affected junsdictions is strongly encouraged since a "focused" or "abbreviated" TIS may still be required - even if the above threshold rates are not met. Currently, a Congestion Management Program (CMP) analysis is required for all large projects, which are defined as generating 2.400, or more average daily trips or 200 or rnore peak-hour trigs. This size of study would usually include computerized long-range forecasts and select zone assignments. Please refer to the following flow chart (Figure D-1) for TIS requirements. The geographic area examined in the TIS must include the following: • All local roadway segments (including all State surface routes), intersections, and mainline freeway locations where the proposed project will add 50 or more peak-hour trips in either direction to the existing roadway traffic. • All freeway entrance and exit ramps where the proposed project will add a significant number of peak-hour trips to cause any traffic queues to exceed ramp storage capacities (refer to Figure D-1). (NOTE: Care must be taken to include other ramps and intersections that may receive project traffic diverted as a result of already existing, or project causing congestion at freeway entrances and exits.) The data used in the TIS should generally not be more than 2 years old, and should not reflect a temporary interruption (special events, construction detour, etc.) in the normal traffic patterns unless that is the nature of the project itself. If recent traffic data is not available, current counts must be made by the project applicant/consultant. January, 2003 Final Draft 2002 SANDAG Congestion Management Program 116 Appendix D - Traffic Impact Studies Guidelines Tabte D-1 Measure of Significant Project Traffic Impacts Level of Service with Project* —v-~v—v'"^'^ ^Allowable Change due to Project Impact** Level of Service with Project* Freeways ^ ^ —'—^— 1 Roadway ' Segments Intersections Ramp*** Metering Level of Service with Project* V/C 1 r'Speed ' (mph) V/C Speed (mph) Delay (sec.) Delay (min.) >t E, & F (or r ramp meter [ delays above / 15min.) ( 0.01 * •} 1 p.02 1 2 2 Notes: * All level of service measurements are based upon HCM procedures for peak-hour conditions. However, V/C ratios for Roadway Segments may be estimated on an ADT/24-hour traffic volume basis (using Table D-2 or a similar LQS chart for each jurisdiction). Ttie acceptable LOS fgr freeways.jx)adways, and_ intersections is generally "D" ("C" for undeveloped or not densely Bevefoped locations 'peFjijrisdIctioir'Hefiniti Formetered freeway ramps, LOS does not apply. However, ramp meter delays above 15 minutes are considered excessive. **lf a proposed project's traffic causes the values shown in the table to be exceeded, the impacts are determined to be significant. These impact changes may be measured from appropriate computer programs or expanded manual spreadsheets. The project applicant shall then identify feasible mitigation (within the Traffic Impact Study report) that will maintain the traffic facility at an acceptable LOS. If the LOS with the proposed project becomes unacceptable (see above * note), or if the project adds a significant amount of peak-hour trips to cause any traffic queues to exceed on- or off-ramp storage capacities, the projert applicant shall be responsible for mitigating significant impact changes. *** See Exhibit D-2 for ramp metering analysis, KEY: V/C = Volume to Capacity ratio Speed = Speed measured in miles per hour Delay = Average stopped delay per vehicle measured in seconds for intersections, or minutes for ramp meters LOS = Level of Service January, 2003 Final Draft 2002 SANDAG Congestion Management Program Traffic and Vehicle Data Systems Unit 2003 All Traffic Volumes on CSHS [Files] >:4 The files containing traffic volumes (also known as counts) on California state highways are available for downloading. These files can be imported into spreadsheets or data bases for viewing and analysis. [Route Number] All California state highways are hsted in this booklet in order of Legislative Route number. [Traffic Profile] I Route 5-6 ^ View j These files list 2003 taffic volumes for all count locations on the California state highway system. Peak hours, peak month ADTs and annual Mils are shown at each count location. Significant volume changes (breakpoints)in the traffic profile along each route are counted and identified by name and milepost value. In addition to the profile breakpoints, these files list covmty lines and well-known landmarks to aid in orientation. All traffic volume figures hsted include traffic in both directions unless otherwise indicated. [Annual Average Daily Traffic (Annual ADT)] [Milepost] Annual average daily traffic is the total volimie for the year divided by 365 days. The traffic count year is from October 1st through September 30th. Very few locations in California are actually counted continuously. Traffic Counting is generally performed by electronic coimting instruments moved from location tiiroughout the State in a program of continuous traffic count sampling. The resulting counts are adjusted to an estimate of annual average daily traffic by compensating for seasonal influence, weekly variation and other variables which may be present. Annual ADT is necessary for presenting a statewide picture of traffic flow, evaluating traffic trends, computing accident rates, planning and designing highways and other purposes. [Peak Hour] Included is an estimate of the "peak hour" tiraffic at all points on the state highway system. This value is useful to trdfic engineers in estimating the amount of congestion experienced, and shows how near to capacity the highway is operating. Unless otherwise indicated, peak hour values indicate the volume in both directions. A few hours each year are higher than the "peak hour", but not many. In urban and suburban areas, the peak hour normally occurs every weekday, and 200 or more hours will all be about the same. On roads with large seasonal fluctuations in traffic, the peak hour is the four near the maximum for the year but excluding a few (30 to 50 hours) that are exceedingly high and are not typical of the frequency of the high hours occurring during the season. Each profile breakpoint is identified by the milepost value corresponding to that point on the highway. The milepost values increase from die beginning of a route within a coimt to the next county line. The milepost values start over again at each county line. Milepost values usually increase from south to north or west to east depending upon the general direction the route follows within the state. The milepost at a given location will remain the same year after year. When a section of road is relocated, new milepost (usually noted by an alphabetical prefix such as "R" or "M") are established for it. If relocation results in a change in length, "milepost equations" are introduced at the end of each relocated portion so that mileposts on the reminder of the route within the county will remain unchanged. [Peak Month ADT] The peak month ADT is the average daily traffic for the month of heaviest traffic flow. This data is obtained because on many routes, high traffic volumes which occur during a certain season of the y ear are more representative of traffic conditions than the annual ADT. [Back and Ahead] Back AADT, Peak Month, and Peak Hour usually represents traffic South or West of the count location. Ahead AADT, Peak Month, and Peak Hour usually represents traffic North or East of the count location. A listing of routes with their designated direction of travel is listed here. Copyright © 2004, State of Cahfomia, Department of Transportation, Traffic Operations Division http://www.dot.ca.gov/hq/trafFops/saferesr/trafdata/2003aIl.htm 8/2/2005 5 SD R 42.71 ENCINITAS, LEUCADIA BOULEVARD 17400 247000 223000 17200 243000 (D 22O0O0 11 5 SD R 44.07 CARLSBAD, LA COSTA AVENUE 17200 243000 220000 16800 239000 2lSoO 11 5 SD R 45.57 CARLSBAD, POINSETTIA LANE 16800 239000 216000 16500 234000 212000 11 5 SD R 47.03 CARLSBAD, PALOMAR AIRPORT ROAD 16500 234000 212000 15500 220000 ($ 199000 11 5 SD R 47.98 CARLSBAD, CANNON ROAD 15500 220000 199000 15200 227000 210000 11 5 SD R 49.28 CARLSBAD, TAMARACK AVENUE 15200 227000 210000 14800 221000 205000 11 5 SD R 50.11 CARLSBAD, CARLSBAD VILLAGE DRIVE 14800 221000 205000 14800 221000 205000 BACK BACK AK^EAD A^EAD AAcT PEAK PEAK BACK PEAK PEAK AAcT DESCRIPTION HOUR MONTH AADT HOUR MONTH AHEAD •^7 17.0,000 (£> http://www.dot.ca.gov/hq/traffops/saferesr/trafdata/2003all/docs/rt005-6.htm 8/2/2005 Appendix D - Traffic Impact Studies Guidelines 119 Exhibit D-1 Level of Service (LOS) Definitions (generally used by Caltrans) The concept of Level of Service (LOS) is defined as a qualitative measure describing operational conditions within a traffic stream, and their perception by motorists and/or passengers. A Level of Service' definition generally describes tiiese conditions in terms of such factors as speed, travel time, freedom to maneuver, comfort and convenience, and safety. Levels of Service definitions can generally be categorized as follows: LOS D/C^ Congestion/Delay Traffic Description (Used for freeways, expressways and conventional highways^) "A" <0.41 None Free flow. "B" 0.42-0.62 None Free to stable flow, light to moderate volumes. "C" 0.63-0.79 None to minimal Stable flow, moderate volumes, freedom to maneuver noticeably restricted. "D" 0.80-0.92 Minimal to substantial Approaches unstable flow, heavy volumes, very limited freedom to maneuver. 0.93-1.00 Significant Extremely unstable flow, maneuverability and psychological comfort extremely poor. (Used for conventional highways) >1.00 Considerable Forced or breakdown. Delay measured in average flow, travel speed (MPH). Signalized segments experience delays >60.0 seconds/vehicle. (Used for freeways and expressways) "FO" 1.01-1.25 Considerable 0-1 hour delay Forced flow, heavy congestion, long queues form behind breakdown points, stop and go. "F1" 1.25-1.35 Severe 1-2 hour delay Very heavy congestion, very long queues. "F2" 1.36-1.45 Very severe 2-3 hour delay Extremely heavy congestion, longer queues, more numerous breakdown points, longer stop periods. "F3" >1.45 Extremely severe 3+ hours of delay Gridlock. ' Level of Service can generally be calculated using "Table 3.1. LOS Criteria for Basic Freeway Sections" from the latest Highway Capacitv Manual. However, contact Caltrans for more specific information on determining existing "free-flow" freeway speeds. ^ Demand/Capacity ratio used for forecasts (V/C ratio used for operational analysis, where V = volume) ^ Arterial LOS is based upon average "free-flow" travel speeds, and should refer to definitions in Table 11.1 in the HCM. Final Draff,2002 SANDAG Congestion Management Program January, 2003 CITY OF ENCINITAS Average Weekday Traffic Volumes CThou sands) 2002-2003 Primary Street First Cross Street Second Cross Street 1999 2000 2001 2002 2003 Chanae AMARGOSA DR/ORCHARD WOOD OLIVENHAIN RD VILLAGE VIEW RD 1.8N 1.6 1.6N 1.6N 1.7 6<!« AVENIDA LA POSTA WANDERING RD VILLAGE VIEW RD 1.1N 1.1 0.9 0.9N 1.2 33% AVENIDA LA POSTA VILLAGE VIEW RD RANCHO SANTA FE 1.7N 1.3 1.3N 1.3N 2.8 115% BST 3RD ST COAST HWY 101 3.0N 3.0N 3.0N 3.0N 3.0N 0% BALOUR DR ENCINITAS BLVD SANTA FE DR 8.2N 8.8 8.8N 8.8N 8.9 1% BIRMINGHAM DR SAN ELUO AVE MACKINNON AVE 13.5N 11.7 11.7N 11.7N 12.6 8% BIRMINGHAM DR MACKINNON AVE INTERSTATE 5 16.9N 12.9 12.9N 12.9N 16.2 26% BIRMINGHAM DR INTERSTATE 5 FREDA LN 8.7N 8.4 8.4N 8.4N 8.3 -1% BIRMINGHAM DR FREDA LN LAKE DR 5.7N 6.1 6.1N 6.1N 6.0 -2% CERRO ST ENCINITAS BLVD WILLOWSPRING DR 3.2N 3.2N 3.2N 3.2N 1.9 -41% CERRO ST WILLOWSPRING DR EL CAMINO REAL 2.6N 2.0 2.0N 2.0N 1.9 -5% CHESTERFIELD DR COAST HWY 101 MANCHESTER AVE 19.0N 19.0N 19.0N 19.0N 15.5 sa. -18% (N) COAST HWY101 LA COSTA AVE LEUCADIA BLVD 15.6N 14.3 14.3N 14.3N 38% (N) COAST HWY 101 LEUCADIA BLVD ENCINITAS BLVD 16.3N 15.9 15.9N 15.9N 19.4 22% (S) COAST HWY 101 ENCINITAS BLVD HST 18.7N 17.2 17.2N 17.2N 22.1 28% (S) COAST HWY 101 HST CHESTERFIELD DR 14.2N 14.9 14.9N 14.9N 16.4 10% (S) COAST HWY 101 CHESTERFIELD DR OCEAN ST 21.0N 20.3 20.3N 20.3N 22.8 12% CREST DR EL CAMINO REAL SANTA FE DR 2.2N 2.5 2.5N 2.5N 2.4 -4% EL CAMINO DEL NORTE RANCHO SANTA FE RD VIADEFORTUNA 5.0N 6.5 6.5N e.SN 6.4 -1% ELCAMINOREAL OLIVENHAIN RD GARDEN VIEW RD 3e.4N 38.3 43.5 43.5N 42.9 -1% EL CAMINO REAL GARDEN VIEW RD MOUNTAIN VISTA DR 38.2N 39.5 43.8 43.8N 44.3 1% EL CAMINO REAL MOUNTAIN VISTA DR ENCINITAS BLVD 39.5N 39.6 42.0 42.0N 46.0 9% EL CAMINO REAL ENCINITAS BLVD SANTA FE DR 27.6N 24.3 32.1 32. IN 30.0 -6% EL CAMINO REAL SANTA FE DR MANCHESTER AVE 20.1N 18.2 19.4 19.4N 21.2 9% ENCINITAS BLVD COAST HWY 101 VULCAN AVE 18.8N 18.8N 18.8N 18.8N ia8N 0% ENCINITAS BLVD VULCAN AVE INTERSTATE 5 23.2N 22.5 22.5N 22.5N 23.8 6% ENCINITAS BLVD INTERSTATE 5 SAXONY RD 43.0N 35.1 35.1N 35.1N 37.8 8% CITY OF ENCINITAS Average Weekday Traffic Volumes (Thousands) 2002-2003 Primary Street First Cross Street Second Cross Street 1999 2000 2001 2002 2003 Chanac ENCINITAS BLVD SAXONY RD DELPHINIUM ST 42.4N 32.2 32.2N 32.2N 37.8 17% ENCINITAS BLVD DELPHINIUM ST BALOUR DR 38.2N 30.0E 30.0N 30.0N 34.4 15% ENCINITAS BLVD BALOUR DR EL CAMINO REAL 34.6N 26.2 26.2N 26.2N 34.4 31% ENCINITAS BLVD EL CAMINO REAL CERRO ST 26.1N 28.0 28.0N 28.0N 30.5 9% ENCINITAS BLVD CERRO ST VILLAGE PARK WAY 24. IN 24.8 24.8N 24.8N 26.3 6% ENCINITAS BLVD VILLAGE PARK WAY RANCHO SANTA FE RD 19.8N 21.4 21.4N 21.4N 23.9 12% GARDEN VIEW RD LEUCADIA BLVD VIA CANTEBRIA 2.5N 8.3 8.3N 8.3N 11.8 42% GARDEN VIEW RD VIA CANTEBRIA EL CAMINO REAL 2.0N 9.2 9.2N 9.2N 11.3 23% GARDEN VIEW RD EL CAMINO REAL WILLOWSPRING DR 7.9N 8.9 8.9N 8.9N 10.2 15% LA COSTA AVE COAST HWY 101 i--^ VULCAN AVE 8.2N 8.2N 8.2N 8.2N 8.2N 0% LA COSTA AVE VULCAN AVE INTERSTATE 5 10.7N 10.4 10.4N 10.4N 12.1 16% LAKE DR SANTA FEDR BIRMINGHAM DR 5.7N 5.8 5.8N 5.8N 5.1 -12% LAKE DR BIRMINGHAM DR SEA VILLAGE PL 2.4N 2,2 2.2N 2.2N 2.4 9% LEUCADIA BLVD COAST HWY 101 VULCAN AVE 12.0N 14.0E 16.0E 16.0N 13.2 -17% LEUCADIA BLVD VULCAN AVE ORPHEUS AVE 12.8N 15.1 17.9 17.9N 16.9 -6% LEUCADIA BLVD ORPHEUS AVE INTERSTATE 5 18. ON 20.0E 23.0 E 23.0E 24.4 6% LEUCADIA BLVD INTERSTATE 5 SAXONYRD 7.3N 26.1 26.1N 26.1N 35.3 35% LEUCADIA BLVD SAXONY RD QUAIL GARDENS DR 3.0N 24.4 24.4N 24.4N 34.3 41% LEUCADIA BLVD QUAIL GARDENS DR GARDEN VIEW RD 0.0N 24.6 24.6N 24.6N 34.9 42% LEUCADIA BLVD GARDEN VIEW RD TOWN CENTER PL CON 22.6 22.6N 22.6N 28.2 25% LEUCADIA BLVD TOWN CENTER PL EL CAMINO REAL O.ON 24.4 24.4N 24.4N 29.5 21% LONE JACKRD RANCHO SANTA FE JACKIE LN 4.7N 6.4 e.4N 6,4N 6.3 -2% MACKINNON AVE SANTA RE DR VILLA CARD IFF DR 4.1N 4.4 4.4N 4.4N 3.9 -11% MACKINNON AVE VILLA CARDIFF DR BIRMINGHAM DR 2. IN 1.9 2.2 2.2N 1.9 -14% MANCHESTER AVE SAN ELUO AVE INTERSTATE 5 6.7N 6.2 6.2N 6.2N 7.7 24% MANCHESTER AVE INTERSTATE 5 EL CAMINO REAL 25.7N 24.5 25.5 25.5N 26.0 2% MANCHESTER AVE EL CAMINO REAL ENCINITAS BLVD 7.8N 7.0 7.0N 7.0N 7.4 6% CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 53 Intersection Location: I-5/Poinsettia Lane Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING COMPANY imwHimiiaa—a—»Bmmi Transpnnation Dii'ision RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramps E/W Street: Poinsettia Lane File: 2004Int#53 Data Collected by: Sophia, Jessica Page 1 of3 Count Date; 08/11/04 Day: Wednesday Weather: Light Drizzle, AM; Sunny, PM Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 27 0 2 17 0 0 0 19 11 1 81 0 61 0 0 218 1 6:30 AM 0 0 0 0 0 26 0 1 10 0 0 0 28 25 0 101 0 51 1 1 243 I 6:45 AM 0 0 0 0 0 25 0 0 19 0 0 0 32 16 1 94 0 109 0 1 295 2 7:00 AM 0 0 0 0 0 33 0 0 17 0 0 0 59 28 0 99 0 84 0 2 320 2 7:15 AM 0 0 0 0 0 29 0 1 34 0 0 0 51 13 1 100 0 104 0 5 332 6 7:30 AM 0 0 0 0 0 40 0 0 31 0 0 0 72 35 0 94 0 99 0 0 371 0 7:45 AM 0 0 0 0 0 39 0 0 32 0 0 0 54 32 2 104 0 137 0 I 398 3 8:00 AM 0 0 0 0 0 30 0 0 23 • 0 0 0 87 16 0 92 0 140 0 0 388 0 8:15AM * 0 0 0 0 0 46 0 0 17 0 0 0 93 25 4 117 0 109 0 0 407 4 8:30 AM * 0 0 0 0 0 51 0 0 50 0 0 0 79 32 2 118 0 148 0 2 478 4 8:45 AM * 0 0 0 0 0 44 0 0 45 0 0 0 96 40 0 97 0 119 0 2 441 2 9:00 AM * 0 0 0 0 0 50 0 0 61 0 0 0 84 30 0 114 0 125 0 1 464 1 Max. 15 min. 0 0 0 0 0 51 0 2 61 0 0 0 96 40 4 118 0 148 1 5 478 6 Pk. Hr. Vol. 0 0 0 0 0 191 0 0 173 0 0 0 352 127 6 446 0 501 0 5 1790 11 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1790 Peak Hr. Factor 0.94 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 11 3:45 PM 0 0 0 0 0 64 0 0 36 0 0 0 144 42 0 104 0 112 0 0 502 0 4:00 PM 0 0 0 0 0 91 0 1 43 0 0 0 151 30 0 88 0 101 0 2 505 2 4:15 PM 0 0 0 0 0 65 0 0 50 0 0 0 129 36 0 88 0 135 0 0 503 0 4:30 PM 0 0 0 0 . 0 71 0 0 45 0 0 0 143 33 0 109 0 135-0 0 536 0 4:45 PM 0 0 0 0 0 70 0 0 59 0 0 0 187 45 1 101 0 123 0 1 585 2 5:00 PM 0 0 0 0 0 59 0 0 56 0 0 0 148 25 0 101 0 135 0 2 524 2 5:15 PM * 0 0 0 0 0 63 .0 0 45 0 0 0 177 52 3 143 0 141 0 0 621 3 5:30 PM * 0 0 0 0 0 79 0 0 41 0 0 0 197 43 2 147 0 150 0 2 657 4 5:45 PM * 0 0 0 0 0 78 0 0 57 0 0 0 134 43 6 127 0 133 0 2 572 8 6:00 PM * 0 0 0 0 0 78 0 1 42 0 0 0 197 49 0 136 0 131 0 I 634 1 6:15 PM 0 0 0 0 0 70 0 0 50 0 0 0 ' 147 38 0 137 0 116 0 0 558 0 6:30 PM 0 0 0 0 0 62 0 0 31 0 0 0 157 40 0 116 0 155 0 1 561 1 Max. 15 min. 0 0 0 0 0 91 0 1 59 0 0 0 197 52 6 147 0 , 155 0 2 657 8 Pk. Hr. Vol. 0 0 0 0 0 298 0 1 185 0 0 0 705 187 11 553 0 555 0 5 2484 16 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2484 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 16 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I 1 1 Config- (left) 2 1 1 1 I urations 3 1 1 I 4 5 1 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 191 0 173 0 352 127 446 501 0 Adjusted Hourly Volume 0 0 0 191 0 173 0 352 127 446 501 0 Utilization Factor 0.00 0.00 0.00 0.05 0.00 0.10 0.00 0.09 0.07 0.12 0.13 0.00 Critical Factors 0.00 0.10 0.09 0.12 ICU Ratio = 0.41 LOS = A Turning Movements at Intersection of: 1-5 Southbound Ramps and Poinsettia Lane w e s t A P P r Time: 8:00 AM to 9:00 AM Date: 08/11/04 Day: Wednesday Name: Sophia, Jessica Totals 1153 Sub- totals 674 479 0 352 127 Subtotals Total North Approach 173 573 0 0 573 364 0 North ^ t 1-5 Southbound Ramps 364 0 191 t r 0 0 501 446 Total Subtotals Sub- totals 947 543 Poinsettia Lane Totals 1490 s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 5:00 PM to 6:00 PM South Appr (NB) North Appr (SB) . West Appr (EB) East Appr (WB) Pk. Hr. Time Period : 5:00 PM to 6:00 PM Left Thru Right 'Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 . 5 1 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 298 1 185 0 705 187 553 555 0 Adjusted Hourly Volume 0 0 0 299 0 185 0 705 187 553 555 0 Utilization Factor 0.00 0.00 0.00 0.08 0.00 0.10 0.00 0.18 0.10 0.15 0.14 0.00 Critical Factors 0.00 0.10 0.18 0.15 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of; 1-5 Southbound Ramps and Poinsettia Lane W e s t A P P r Time: 5:00 PM to 6:00 PM Date: 08/11/04 Day: Wednesday Name: Sophia, Jessica Totals 1632 Sub- totals 740 892 0 705 187 Subtotals Total North Approach 185 1 741 0 0 741 484 1 North 1-5 Southbound Ramps 484 0 298 t V ^ t r 0 555 553 Total Subtotals Sub- totals 1108 1003 Poinsettia Lane Totals 2111 E a s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 54 Intersection Location: I-5/Poinsettia Lane Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RIC K ENGINEERING COMPANY gaBBBMBBBBEBBmOBBiB Tnimponation Dii'ision RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramps E/W Street: Poinsettia Lane Page 1 of 3 File: 20041nt#54 Data Collected by : Sherry, Mike/Ryan (AM), Judy (PM) Count Date: 08/11/04 Day: Wednesday Weather: Light Drizzle, AM; Sunny, PM Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 11 0 0 20 0 0 0 0 0 0 19 1 38 0 1 0 0 128 31 0 248 1 6:30 AM 13 0 1 44 0 0 0 0 0 0 22 0 32 0 1 0 0 132 52 1 296 2 6:45 AM 24 0 1 62 0 0 0 0 0 0 12 0 38 0 1 0 0 168 54 1 359 2 7:00 AM 26 0 3 47 0 0 0 0 0 0 19 0 17 0 0 0 0 142 67 2 321 2 7:15 AM 26 0 1 72 0 0 0 0 0 0 16 0 42 0 0 0 0 169 58 3 384 3 7:30 AM 32 0 1 106 0 0 0 0 0 0 20 0 92 0 1 0 0 166 74 1 491 2 7:45 AM * 38 0 0 139 0 0 0 0 0 0 29 0 84 0 0 0 0 218 85 0 593 0 8:00 AM * 40 0 0 185 0 0 0 0 0 0 23 0 102 0 2 0 0 183 73 0 606 2 8:15AM * 42 0 0 140 0 0 0 0 0 0 27 0 96 0 3 0 0 173 79 1 557 4 8:30 AM * 46 0 2 135 0 0 0 0 0 0 27 0 112 0 1 0 0 219 68 1 609 2 8:45 AM 41 0 1 115 0 0 0 0 0 0 34 0 114 0 0 0 0 173 59 0 537 0 9:00 AM 40 0 0 129 0 0 0 0 0 0 27 0 96 0 0 0 0 202 67 1 561 1 Max. 15 min. 46 0 3 185 0 0 0 0 0 0 34 1 114 0 3 0 0 219 85 3 609 4 Pk. Hr. Vol. 166 0 2 599 0 0 0 0 0 0 106 0 394 0 6 0 0 793 305 2 2365 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2365 Peak Hr. Factor 0.97 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 8 3:45 PM 41 0 2 108 0 0 0 0 0 38 1 164 0 0 0 0 191 70 2 615 2 4:00 PM 40 0 0 112 0 0 0 0 0 37 0 206 0 1 0 0 156 55 2 606 3 4:15 PM 70 0 I 127 0 0 0 0 0 41 0 142 0 4 0 0 153 55 0 589 4 4:30 PM 49 0 1 115 0 0 0 0 0 52 0 169 0 0 0 0 198 61 0 645 0 4:45 PM 41 0 1 101 0 0 0 0 0 48 0 212 0 1 0 0 178 50 0 631 1 5:00 PM 40 . 0 1 117 0 0 0 0 0 23 0 184 0 2 0 0 213 45 3 623 5 5:15 PM * 37 0 2 98 0 0 0 0 0 44 1 188 0 0 0 0 242 59 0 671 0 5:30 PM * 38 0 0 123 0 0 0 0 0 50 0 227 0 2 0 0 261 33 2 732 4 5:45 PM * 54 0 0 125 0 0 0 0 0 49 0 162 0 5 0 0 219 40 1 649 6 6:00 PM * 43 0 0 146 0 0 0 0 0 49 0 216 0 0 0 0 216 43 0 713 0 6:15 PM 35 0 0 136 0 0 0 0 0 37 0 175 0 4 0 0 222 40 0 645 4 6:30 PM 47 0 1 124 0 0 0 0 0 33 0 187 . 0 0 0 0 210 54 0 656 0 Max. 15 min. 70 0 2 146 0 0 0 0 0 0 52 1 227 0 5 0 0 261 70 3 732 6 Pk. Hr. Vol. 172 0 2 492 0 0 0 0 0 0 192 1 793 0 7 0 0 938 175 3 2765 10 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2765 Peak Hr. Factor 0.94 6:00 PM Hour Intersection Pdstrns in Pk. Hr. 10 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 I 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 166 2 599 0 0 0 106 394 0 0 793 305 Adjusted Hourly Volume 0 168 599 0 0 0 106 394 0 0 793 305 Utilization Factor 0.00 0.08 0.17 0.00 0.00 0.00 0.06 0.10 0.00 0.00 0.13 0.17 Critical Factors 0.17 0.00 0.06 0.17 ICU Ratio _ 0.50 LOS = A Turning Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time: 7:30 AM to 8:30 AM North Approach Date: 08/11/04 Day: Wednesday Name: Sherry, Mike/Ryan (AM), Judy (PM) Totals 1459 Sub- totals 959 500 106 394 0 Subtotals Total 0 1 166 0 767 North 2 767 1-5 Northbound Ramps 413 0 0 t ^ t r 599 413 305 793 0 Total Subtotals Sub- totals 1098 993 Poinsettia Lane Totals 2091 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 5 1 6 Outside 7 Free-flow Lane Settings 0 I 2 0 0 0 1 2 0 0 3 I Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 172 2 492 0 0 0 193 793 0 0 938 175 Adjusted Hourly Volume 0 174 492 0 0 0 193 793 0 0 938 175 Utilization Factor 0.00 0.09 0.14 0.00 0.00 0.00 0.11 0.20 0.00 0.00 0.16 0.10 Critical Factors 0.14 0.00 0.11 0.16 ICU Ratio = 0.51 LOS = A Turning Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane Time: 5:00 PM to 6:00 PM North Approach 1-5 Northbound Ramps Date: 08/11/04 Day: Wednesday 369 Total Name : Sherry, Mike/Ryan (AM), Judy (PM) 0 n 369 Subtotals Sub-0 0 u 0 Sub- Totals W e s t A P P r 2097 totals nil 986 193 793 0 t North V 175 938 0 ^ t r Subtotals Total 172 0 666 2 666 492 totals 1113 1285 Poinsettia Lane Totals 2398 E a s t A P P r South Approach Note: Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: Poinsettia Lane & Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING COMP.ANY Ti'(iiisporttKioii Division RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Poinsettia Lane Page 1 of3 File: 2004Int#40 Data Collected by : Marie, Carolina, Judy (AM) Count Date: 08/11/04 Day: Wednesday Weather: Light Drizzle, AM; Sunny.PM Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 0 2 7 1 25 0 4 0 0 5 0 5 4 0 23 0 16 41 0 133 1 6:30 AM 2 0 2 20 1 14 0 0 3 1 1 0 15 2 2 25 0 18 22 0 124 4 6:45 AM 0 0 9 25 1 22 0 13 4 1 1 0 8 2 1 34 0 29 64 0 211 3 7:00 AM 7 0 6 37 I 24 0 6 3 0 2 0 20 7 0 24 0 27 50 4 213 5 7:15 AM 5 0 12 35 2 24 0 2 9 0 7 0 15 5 0 38 0 44 48 5 244 7 7:30 AM 2 1 2 45 0 42 0 8 9 0 1 0 18 6 0 35 0 50 49 1 268 1 7:45 AM 7 0 7 46 2 31 0 8 13 1 8 0 17 4 5 47 0 46 75 1 309 9 8:00 AM 7 0 12 37 2 24 0 8 3 0 3 0 23 4 0 49 0 44 42 0 256 2 8:15 AM * 6 0 5 44 3 31 0 21 3 0 5 0 38 15 3 48 0 42 41 1 299 7 8:30 AM * 9 1 17 44 3 38 0 17 5 2 10 0 29 6 2 71 0 67 55 3 369 10 8:45 AM * 7 0 10 77 0 34 0 13 10 0 6 0 18 7 2 66 0 72 40 1 360 3 9:00 AM * 8 0 20 55 2 15 0 8 7 2 9 0 35 8 2 81 0 59 50 1 355 7 Max. 15 min. 9 1 20 77 3 42 0 21 13 2 10 0 38 15 5 81 0 72 75 5 369 10 Pk. Hr. Vol. 30 1 52 220 8 118 0 59 25 4 30 0 120 36 9 266 0 240 186 6 1383 27 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1383 Peak Hr. Factor 0.94 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 27 3:45 PM 18 0 17 92 2 54 0 27 17 0 10 0 27 2 0 87 0 35 40 0 426 2 4:00 PM 14 0 15 84 2 47 0 19 9 2 10 0 47 19 0 73 0 48 30 1 415 5 4:15 PM 17 0 15 104 3 49 0 15 12 0 5 0 39 23 0 99 0 48 40 2 466 5 4:30 PM 21 0 14 100 3 42 0 25 10 1 2 0 40 13 2 117 0 53 50 0 487 6 4:45 PM 17 0 38 117 5 80 0 24 10 1 11 0 43 17 1 110 0 32 56 0 555 7 5:00 PM 13 0 22 101 1 35 0 22 12 0 5 0 34 16 1 99 0 55 58 0 472 2 5:15 PM * 10 0 28 124 5 62 0 29 13 2 7 0 62 17 2 90 0 51 48 1 541 10 5:30 PM * 12 0 14 119 6 74 0 24 5 1 7 0 46 11 2 97 0 66 67 0 542 9 5:45 PM * 17 0 22 86 1 70 0 23 10 0 18 . 0 56 16 1 62 0 63 53 0 496 2 6:00 PM * 16 0 20 113 0 84 0 33 12 0 13 0 44 14 3 108 0 56 51 3 564 6 6:15 PM 17 0 17 116 1 30 0 16 9 0 11 0 37 16 0 87 0 48 31 0 435 1 6:30 PM 16 0 18 99 3 64 0 26 13 0 5 0 41 17 0 95 0 58 52 0 504 3 Max. 15 min. 21 0 38 124 6 84 0 33 17 2 18 0 62 23 3 117 0 66 67 3 564 10 Pk. Hr. Vol. 55 0 84 442 12 290 0 109 40 3 45 0 208 58 8 357 0 236 219 4 2143 27 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2143 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 27 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) Bast Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 1 1 1 1 I Lane Settings 1 1 1 1 1 1 1 3 0 2 2 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 2000 1800 1800 2000 1800 1800 Y N 6000 0 3600 4000 1800 Efficiency Lost Factor O.IO Hourly Volume 31 52 220 118 59 25 30 120 36 266 240 186 Adjusted Hourly Volume 31 52 220 118 67 30 30 156 0 266 240 186 Utilization Factor 0.02 0.03 " 0.12 0.07 0.03 0.02 0.02 0.03 0.00 0.07 0.06 0.10 Critical Factors 0.12 0.07 0.02 O.IO ICU Ratio = .0.41 LOS = A Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time: 8:00 AM to 9:00 AM North Approach Date: 08/11/04 Day: Wednesday Name : Marie, Carolina, Judy (AM) Totals 481 Sub- totals 295 186 25 30 120 36 1 Subtotals Total 362 31 1 665 202 59 North 52. 303 470 0 118 Avenida Encinas 268 J i u t ^ t r 220 186 240 266 Total Subtotals Sub- totals 692 458 Poinsettia Lane Totals 1150 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I I 1 1 Config - (left) 2 1 1 I 1 urations 3 I 1 1 1 4 5 6 1 1 1 1 Outside ,7 Free-flow Lane Settings 1 I 1 1 1 1 1 3 0 2 2 1 Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 3600 4000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Houriy Volume 55 84 442 290 109 40 45 208 58 357 236 219 Adjusted Hourly Volume 55 84 442 205 99 42 45 264 0 357 236 219 Utilization Factor 0.03 0.04 0.25 0.11 0.05 0.02 0.03 0.04 0.00 0.10 0.06 0.12 Critical Factors 0.25 O.ll 0.03 0.12 ICU Ratio = 0.61 LOS= B Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane Time: 5:00 PM to 6:00 PM North Approach Date: 08/11/04 Day : Wednesday Name : Marie, CanDlina, Judy (AM) 439 787 Avenida Encinas 348 Total Subtotals W e s t A P P • r Totals 642 Sub- totals 331 311 109 290 45 208 58 Subtotals Total t 524 55 0 1105 North 84 581 A "1 t r 442 219 236 357 Sub- totals 812 940 Poinsettia Lane Totals 1752 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2004 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Carlsbad Boulevard & Poinsettia Lane Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGWE^INGCOMMNY Transportation Dit'isioii RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Poinsettia Lane File : 20041nt#28 Data Collected by : Sophia, Jessica Page 1 of3 Count Date : 08/10/04 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 • rain. prd. Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 13 4 7 6 0 38 0 0 0 0 0 0 5 6 1 0 7 0 75 12 6:30 AM 0 0 17 5 5 6 0 98 0 0 0 0 1 0 4 11 1 0 3 1 142 10 6:45 AM 0 0 34 4 4 12 0 199 1 0 0 0 3 0 7 30 4 0 8 0 295 11 7:00 AM 0 0 42 6 1 9 1 199 2 0 0 0 1 1 1 31 0 0 8 2 300 4 7:15 AM 0 0 17 7 2 12 0 172 3 0 2 0 2 1 3 43 5 0 8 1 272 6 7:30 AM 0 0 35 12 4 17 0 201 1 2 0 0 2 2 4 70 1 0 19 0 360 10 7:45 AM 0 1 41 7 4 7 0 202 1 0 0 0 0 1 11 42 4 0 15 2 321 17 8:00 AM 0 0 54 13 2 15 0 144 I 0 0 0 2 0 4 45 1 0 12 4 287 10' 8:15 AM * 0 1 48 17 5 22 0 213 3 0 2 0 0 0 3 41 3 0 19 8 369 16 8:30 AM * 0 1 64 16 1 33 1 148 1 0 0 0 1 1 3 50 2 1 20 2 339 6 8:45 AM * 0 0 51 17 8 16 1 166 5 0 2 0 3 1 5 59 3 0 19 1 343 14 9:00 AM * 0 1 70 26 5 28 0 119 5 0 3 0 5 2 5 49 3 0 22 2 333 12 Max. 15 min. 0 1 70 26 8 33 I 213 5 2 3 0 5 2 11 70 5 1 22 8 369 17 Pk. Hr. Vol. 0 3 233 76 19 99 2 646 14. 0 7 0 9 4 16. 199 11 1 80 13 1384 48 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1384 Peak Hr. Factor 0.94 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 48 3:45 PM 0 3 134 18 11 24 1 95 5 0 3 0 5 0 2 28 1 0 28 0 345 13 4:00 PM 0 4 130 28 5 25 1 121 7 0 1 0 6 1 6 36 3 0 33 1 396 12 4:15 PM 0 4 210 25 4 22 0 104 11 0 5 0 5 4 7 31 0 0 28 0 449 11 4:30 PM 0 2 Ul 27 2 29 0 137 11 I 0 0 4 2 2 22 3 1 37 3 386 8 4:45 PM * 0 2 159 54 1 43 0 119 12 0 0 0 6 4 4 41 4 0 47 1 491 6 5:00 PM * 0 3 165 37 10 44 0 151 14 0 0 0 1 3 12 39 2 0 38 1 497 23 5:15 PM * 0 2 181 39 8 26 0 117 II 0 2 0 4 4 6 32 4 1 41 0 464 14 - 5:30 PM * 0 3 184 42 0 40 2 163 8 3 0 0 6 I 5 33 3 0 23 0 508 8 5:45 PM 0 2 160 33 17 22 1 153 8 0 4 0 3 2 18 36 1 1 22 1 448 36 6:00 PM 0 2 139 30 3 36 0 130 7 0 5 0 4 I 13 55 1 0 29 2 439 18 6:15 PM 0 2 147 42 13 25 0 118 16 1 1 0 5 2 11 28 3 I 32 0 422 25 6:30 PM 0 2 146 26 13 45 1 81 11 2 1 0 5 7 14 42 3 6 23 1 399 30 Max. 15 min. 0 4 210 54 17 45 2 163 16 3 5 0 6 7 18 55 4 6 47 3 508 36 Pk. Hr. Vol. 0 10 689 172 19 153 2 550 45 3 2 0 17 12 27 145 13 1 149 2 1960 51 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1960 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 51 Peak Hr. Factor 0.96 Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM South Appr(NB)' Left Thru Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right Lane Settings 12 12 2 Capacity 1800 4000 1800 3600 4000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 3 233 76 101 Adjusted Hourly Volume 3 233 76 101 Utilization Factor 0.00 0.06 0.04 0.03 Critical Factors 0.00 West Appr (EB) Left Thru Right 1 1 1800 2000 1 1800 Page 2 of 3 East Appr (WB) Left Thru Right 1 1800 1800 646 14 7 9 4 210 I 80 646 0 7 9 4 210 1 80 0.16 0.00 0.00 0.00 0.00 0.12 0.00 0.04 0.16 0.00 0.12 ICU Ratio = 0.38 LOS= A Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 08/10/04 Day : Tuesday Name: Sophia, Jessica Totals 35 Sub- totals 15 20 Subtotals Total North Approach 14 852 761 646 North 3 3 1164 233 312 1083 2 101 Carlsbad Boulevard 322 t ^ t r 76 80 1 210 II Total Subtotals Sub- totals 291 195 Poinsettia Lane Totals 486 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : 4:30 PM to 5:30 PM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 North Appr (SB) Left Thru Right West Appr (EB) Left Thru Right 1 East Appr (WB) Left Thru Right Lane Settings I 2 1 Capacity 1800 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 10 689 172 Adjusted Hourly Volume 10 689 172 Utilization Factor 0.01 0.17 0.10 Critical Factors 0.17 2 3600 155 155 0.04 0.04 2 4000 550 550 0.14 45 0 0.00 1 1800 2 2 0.00 2000 17 17 0.01 0.01 1 1800 12 12 0.01 1 1800 158 158 0.09 0.09 1 1 0.00 1 1800 149 149 0.08 ICU Ratio = 0.41 LOS= A Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 4:30 PM to 5:30 PM Date: 08/10/04 Day: Tuesday Name: Sophia, Jessica Totals 77 Sub- totals 46 31 North Approach Subtotals Total 717 45 10 10 1588 750 550 North 689 871 1592 2 155 Carlsbad Boulevard 842 t ^ t r 172 149 1 158 Total Subtotals Sub- totals 308 Totals 13 663 355 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. TMC SUM MAR Y OF Carlsbad Blvd. / Pronto ••o 7'ID ;a • in Tu n U APPROACH LANES TOTAL AM MD PM APPROACH lANES = 0 0 0 0 0 APPROACH lANES = 0 0 0 0 0 APPROACH lANES 0 0 0 0 APPROACH lANES APPROACH lANES a. o •<»• in CD o r\] a s: o o o r < o vo C71 CO TOTAL o 1050 CO IN APPROACH L^NES Project*: 04-4130-004 N Pronto AM MD PM TOTAL 29 0 19 48 0 0 0 0 19 0 8 27 Z 3 1 CL LOCATION #: 001 TURNING MOVEMENT COUNT Carlsbad Blvd:./.'Pronto • . (Intersection Name) Wednesday Day Date COUNT PERIODS am 7:00 AM • 9:00 AM noon 4:00 PM -6:00 PM ptn 4:00 PM -6:00 PM AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 700 AM 0 AM 44S PM TMC SUMMARY OF Carlsbad Blvd. /Avenida Encinas Project*; 04-4130-005 \ c ^ '••ra- iSi" Averiiaa?Ehdnias • APPROACH LANES > tJ O z m to TO TOTAL AM MD PM 0 0 0 0 0 0 0 0 0 0 0 0 11 •a,.. :•>- -,5<.; •B--;(0 .22 10 U AM <C=i TOTAL AM MD PM 0 r-i IN 00 m TOTAL AM MD PM 0 0 TOTAL AM MD PM 0 CO Ol TOTAL AM MD PM 0 1020 00 rN APPROACH LANES N AvehidiiliEndhas MD PM TOTAL 14 14 0 9 23 0 0 0 0 23 0 184 0 104 288 z X u LOCATION #: 001 TURNING MOVEMENT COUNT (Intersection Name) Wednesday 4/7/04 Day Date COUNT PERIODS am 7:00 AM -9:00 AM noon 4:00 PM -6:00 PM pm 4:00 PM . 6:00 PM AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 700 AM 0 AM 500 PM A TMC SUMMARY OF Carlsbad Blvd. / La Costa A ve. AAA \-^^ \ C.>A ill Project*; 04-4130-007 4 ^^o3 :''jLai''€o5ta'A^.. 5 z m LO APPROACH LANES TOTAL. AM MD PM 0 0 0 0 APPROACH 0 0 0 0 APPROACH 0 0 0 0 APPROACH c==> •a.'-' >.,• r-a..- TO/ IB;.. ..U' •(O- W •in <:==i 0. o OS 00 o fM o o o o • < o vo w o TOTAL o n a> CO m APPROACH LANES N La Costa Ave. AM MD PM TOTAL 140 0 154 294 0 0 0 0 322 0 217 539 z 3 m 5 r LOCATION #: 001 TURNING MOVEMENT COUNT Carlsbad Blvd:v/.4aCosibAw^ (Intellection Name) Wednesday Day -4/7/04 Date COUNT PERIODS am 7:00 AM -9:00 AM noon 4:00 PM -6:00 PM pm 4:00 PM -6:00 PM AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 715 AM 0 AM 430 PM Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 APPENDIX B EXISTING PLUS PROJECT LEVELS OF SERVICE WORKSHEETS ICU Worksheets 005404 5404-Report.wpd 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N J Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 191 0 173 0 352 127 446 501 0 Adjusted Hourly Volume 0 0 0 191 0 • 173 0 352 127 446 501 0 Utilization Factor 0.00 0.00 0.00 0.05 0.00 0.10 0.00 0.09 0.07 0.12 0.13 0.00 Critical Factors 0.00 0.10 0.09^-0.12 0>i^ ICU Ratio = 0.41 LOS = A Turning Movements at Intersection of: 1-5 Southbound Ramps and Poinsettia Lane W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 08/11/04 Day: Wednesday Name: Sophia, Jessica Totals 1153 Sub- totals 674 479 0 352 127 Subtotals Total North Approach 173 1^ 0> 573 0 0 573 364 0 t North 1-5 Southbound Ramps 364 0 191 f t r 0 501 446 Total Subtotals Sub- totals 947 543 Poinsettia Lane Totals 1490 s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 5:00 PM to 6:00 PM South Appr (NB) North Appr (SB) . West Appr (EB) East Appr (WB) Pk. Hr. Time Period : 5:00 PM to 6:00 PM Left Thru Right •Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 1 1 ,1 Outside J 6 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the Morth/South phas es split (Y/N)? N Are the East/West phases split (Y/N)? N Jr^ Efficiency Lost Factor 0.10 Jr^ Hourly Volume 0 . 0 0 298 1 185 0 705 187 553 555 0 Adjusted Hourly Volume 0 0 0 299 0 185 0 705 187 553 555 0 Utilization Factor 0.00 0.00 0.00 0.08 0.00 0.10 0.00 0.18 0.10 0.15 0,14 0.00 Critical Factors 0.00 0.10 0.18 0.15 ICU Ratio = 0.53 LOS = A US-:^ A Turning Movements at Intersection of: I-5 Southbound R.amps and Poinsettia Lan e W e s t A P P r Time: 5:00 PM to 6:00 PM Date: 08/11/04 Day: Wednesday Name: Sophia, Jessica Totals 1632 Sub- totals 740 892 0 705 187 Subtotals Total North Approach 185 741 0 0 741 484 1 t North I-S Southbound Ramps 484 0 298 J \ u f t r 555^ 553 Total Subtotals Sub- totals 1108 1003 Poinsettia Lane Totals 2111 s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 1 2 Capacity 0 2000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 166 2 599 Adjusted Hourly Volume 0 168 599 Utilization Factor 0.00 0.08 0.17 Critical Factors j^^' 0.17 North Appr (SB) Left Thru Right ICU Ratio = 0.50 Turning Movements at Intersection of: LOS = 0 0 0.00 0.00 A A- 0 0 0.00 0 0 0.00 West Appr (EB) Left Thru Right 1 2 1800 4000 106 106 0.06 0.06 394 394 0.10 0 0 0 0 O.OO Page 2 of 3 East Appr (WB) Left Thru Right 0 0 0.00 3 1 6000 1800 +4 793 793 0.13 305 305 0.17 0.17 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time: 7:30 AM to 8:30 AM North Approach Date: 08/11/04 Day: Wednesday Name : Sherry, Mike/Ryan (AM), Judy (PM) Totals 1459 Sub- totals 959 500 106 394 0 Subtotals Total 0 166 0 767 t North 2 767 1-5 Northbound Ramps 413 0 0 f t r 599 413 793 0 0 Total Subtotals Sub- totals 1098 993 Poinsettia Lane Totals 2091 s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1' 1 1 1 1 Config - (left) 2 1 1 1 urations 3 4 C 1 1 I 1 Outside J 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phas es split (Y/N)? N Axe the East/West phases split (Y/N)? N +^ Efficiency Lost Factor 0.10 +^ Hourly Volume 172 2 492 0 0 0 193 793 0 0 938 175 Adjusted Hourly Volume 0 174 492 0 0 0 193 793 0 0 938 175 Utilization Factor 0.00 0.09 0.14 0.00 0.00 0.00 0.11 0.20 0.00 0.00 0.16 0.10 Critical Factors 0.14 0.00 0.11 0.16 i.- ICU Ratio = 0.51 LOS = A Turning Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time: 5:00 PM to 6:00 PM North Approach Date: 08/11/04 Day: Wednesday Name : Sherry, Mike/Ryan (AM), Judy (PM) Totals 2097 Sub- totals nil 986 J 193 793 —_y A- 0 1, Subtotals Total 172 0 666 North 2 666 1-5 Northbound Ramps 369 0 0 t f t r 492 369 938 'T-^ 0 0 Total Subtotals Sub- totals 1113 1285 Poinsettia Lane Totals 2398 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 • 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 2 2 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 31 52 Adjusted Hourly Volume 31 52 Utilization Factor 0.02 0.03 Critical Factors 1800 2000 1800 1800 2000 1800 1800 6000 Y N 3600 4000 1800 118 59 25 30 120 36 266 240 186 118 67 30 30 156 0 266 240 186 0.07 0.03 0.02 0.02 0.03 0.00 0.07 0.06 0.10 0.07 ^ 0.02 0.10 ICU Ratio = .0.41 Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time: 8:00AM to 9:00 AM North Approach Date: 08/11/04 Day : Wednesday Name : Marie, Carolina, Judy (AM) Totals 481 Sub- totals 295 186 30 120 36 Subtotals Total 25 362 31 I 665 202 59 t North ^ t 303 470 0 118 Avenida Encinas 268 r 52. 220 186 240 266 Total Subtotals Sub- totals 692 458 Poinsettia Lane Totals 1150 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 I 4 5 6- Outside ,7 Free-flow 1 1 I I 1 I 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 2 2 1 Capacity 1800 2000 1800 1800 2000 1800 1800 6000 3600 4000 1800 Are the North/South phases split (Y/N)? Are the East/West phases Efficiency Lost Factor split (Y/N)? 0.10 N ^45 Hourly Volume 55 84 442 290 109 40 45 208 58 357 236 219 Adjusted Hourly Volume 55 84 442 205 99 42 45 264 0 357 236 219 Utilization Factor 0.03 0.04 0.25 0.11 0.05 0.02 0.03 0.04 0.00 0.10 0.06 0.12 Critical Factors 0.25*'^ ""o.ll > 0.03' 0.12 ICU Ratio = 0.61 LOS = B Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P • r Time : 5:00 PM to 6:00 PM North Approach Date: 08/11/04 Day : Wednesday Name ; Marie, Carolina, Judy (AM) Totals 642 Sub- totals 331 311 45 208 58 Subtotals Total 40 439 109 1 t North 524 55 0 1105 84 581 787 0 290 Avenida Encinas 348 f ^ t r 442 219 236 357 Total Subtotals Sub- totals 812 940 Poinsettia Lane Totals 1752 E a s t A P P r South Approach Note : Left-turn volumes include U-tums, U-turns in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB)' North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 1 2 2 0 1 1 1 1 0 1 1800 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 ^ Hourly Volume 3 233 Adjusted Hourly Volume 3 233 Utilization Factor 0.00 0.06 Critical Factors 0.00 4000 1800 3600 4000 N 1800 2000 1800 1800 76 76 0.04 101 101 0.03 1800 646 14 7 9 4 210 1 80 646 0 7 9 4 210 1 80 0.16 0.00 0.00 0.00 O.OO 0.12 0.00 0.04 0.16 J-" 0.00 0.12 0'\A ICU Ratio =0.38 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 08/10/04 Day: Tuesday Name: Sophia, Jessica Totals 35 Sub- totals 15 20 Subtotals Total North Approach 852 1083 761 2 14 646 101 J i u A T North t r 3 233 76 3 312 1164 Carlsbad Boulevard 322 80 1 210 11 Total Subtotals Sub- totals 291 195 Poinsettia Lane Totals 486 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Poinsettia Lane ^<^<i^ ^^^^^^^"^^^ Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Config- (left) 2 1 urations 3 1 4 I 5 1 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 1 1 Lane Settings 12 1 2 2 0 1 1 1 1 0 1 Capacity 1800 4000 1800 3600 4000 0 1800 2000 1800 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 ^0 V^'' Hourly Volume 10 689 172 155 550 45 2 • 17 12 158 1 149 Adjusted Hourly Volume 10 689 172 155 550 0 2 17 12 • 158 1 149 Utilization Factor 0.01 0.17 0.10 0.04 0.14 0.00 0.00 O.OI 0.01 0.09 0.00 0.08 Critical Factors 0.17^ 0.04^ 0.01 0.09 0.*^ ICU Ratio = 0.41 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 4:30 PM to 5:30 PM Date: 08/10/04 Day: Tuesday Name: Sophia, Jessica Totals 77 Sub- totals 46 31 2 17 12 Subtotals Total North Approach 45 1, 717 750 550 t North •r 0 10 10 1588 689 871 Carlsbad Boulevard 1592 2 155 842 149 1 158 172 13 Total Subtotals Sub- totals 308 355 Poinsettia Lane Totals 663 s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. rA/C SUMMARY OF Carlsbad Blvd. / Pronto JIL if: * •t AOOO 4- APPROACH LANES TOTAL AM MD PM 0 0 0 0 > 0 0 0 0 s 0 0 0 0 a: z m I/) V AM s 0 Lfl OO 0 CM a £ 0 0 < 0 VO cn i-i 00 TOTAL 0 105o| CO 01 APPROACH-UNES Project*: 04-4130-004 N Pronto' MD PM TOTAL 29 0 19 48 0 0 0 8 . 0 27 19 0 0 8 . 0 27 z 3 5 i LOCA'nON #: 001 TURNING MOVEMENT COUNT if'.iT-''-^-.-• • "•' . 5';..... . V,- Carlsbad •Blvci;.:A'Prontb . (Intersection Name) Wednesday . •<t/7/0'! Day Date COUNT PERIODS am 7:00 AM -9:00 AM noon 1:00 PM • 6:00 PM pm 1:00 PM -6:00 PM AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 700 AM 0 AM 415 PM TMC SUMMARY OF Carlsbad Blvd./Avenida Encinas L«5^ A 0' !AVeriidaiEncinlbs: ;(1J •JO' in ra U Lx>9Pr ^ TOTAL AM MD PM 0 0 0 0 > •D 0 0 0 0 0 0 0 0 a: z m to 51 APPROACH LANES "ii-'i • J ••.;':.--•( TOTAL 0 1838 (M a. 0 01 CO a £ 0 0 0 < 0 1239 a. 0 (N (N CO m T-i a z 0 0 0 00 a\ rH s TOTAL 0 1020 CO APPROACH UNES fir Project*; 04-4130-005 N ' Avehida'^£iiidhas: AM MD PM TOTAL 14 0 9 23 0 0 0 0 184 0 104 288 1 LOCATION #: 001 TURNING MOVEMENT COUNT "carisBaff:Blv3ty?Aveffl^^ (Intersection Name) Wednesday-. Day 4/7/04 Date COUNT PERIODS am 7:00 AM -9:00 AM • noon 4:00 PM -6:00 PM pm 4:00 PM . 6:00 PM A rr AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 700 AM 0 AM 500 PM TMC SUMMARY OF Carlsbad Blvd. / La Costa A ve. \ C-^\ Project*; 04-4130-007 • >, i/" -to 10 • u TOTAL AM MD PM 0 0 0 0 APPROACH 0 0 0 0 APPROACH 0 0 0 0 APPROACH z m (/I APPROACH UNES TOTAL 0 1578 c^ ro E a. 0 VO m cn 00 0 •z. 0 0 0 5 0 1214 CO 0 ^ Jin ^ D'^^^ AM r Q. 0 00 CO 0 (N ;£ 0 0 0 1 ' 0 10 0 rv TOTAL 0 ro Oi cn 00 ro APPROACH UNES N MD PM TOTAL 140 140 0 154 294 0 322 0 0 0 217 0 0 322 0 0 0 217 539 IS z 3 \ g A. LOCATION #: 001 TURNING MOVEMENT COUNT .Carlsbad Blv{i:-./-:l.a;Costa''Ave.' (Intersection Name) Wednesday Day .4/7/04.;. Date COUNT PERIODS am 7:00 AM -9:00 AM noon 4:00 PM -6:00 PM pm 4:00 PM . 6:00 PM AM PEAK HOUR NOON PEAK HOUR PM PEAK HOUR 715 AM 0 AM 430 PM r Hotel Carlsbad Beach Resort and Spa ©Urban Systems Associates, Inc. Wavecrest Resorts II, LLC. August 4, 2005 APPENDIX C YEAR 2030 CONDITIONS INTERSECTION LEVELS OF SERVICE WORKSHEETS Year 2030 North County Traffic Model ADT Year 2030 Intersection LOS Worksheets 005404 5404-Report.wpd 1' • or 71 • tail 1 ....•^ ecasted Volumes: # Adjusted Forecast Volume # Unadjusted Forecast Volumeq^^v^' Traffic Analysis Zone SJ9 A •5- 11.1 / 0-* PONTO VISION PLAN TRAFFIC CONSTFiAINTS STUDY City of Carlsbad 1635 Faraday Avenue, Carlsbad, CA 92008 Prepared by • • • COSIBUUTING 5050 Avenida Encinas, Suite 260, Carlsbad, CA 92008 CONTACT: DAWN WILSON 760.476.9193 dwilson@rbf.com September 3, 2004 JN 25-101099.001 Q.a 0. S|S <<< J 1 V V AM/PM —AM/PM ^/\M/PM AM/PM-' AM/PM — AMffiM-, > t r III <<< EXAMPLE csi rj r- in J \ V ^ 51/25 — 1695/2872 ^35/31 68/31-' 3114/1914— 60/184-, ^ 1 r lO O 1- in ^ #6 Palomar Airport Road/ Hidden Valley Rd. in to o ( V ^26/9 ^18/19 in to o ( V t r CM CO CM S2 #12 Island Way/ Carlsbad Blvd. n ... .— CO (O CM ScC! T- -^r CO h- T- tn V 1 ^ V 86/99 — 971/1108 ^2/11 428/720-' 1102/1316— 31/72-, ^ t r o #18 Poinsettia Lane/ Paseo Del Norte CM cn O) to to tn CM «0 CM ^ 1 V V. 535/356 — 383/647 ^493/394 62/170-' 530/713— 92/56-, ^ 1 r to CM *-03 U] to CO UJ o "M- to O CM #1 Palomar Airport Road/ Avenida Encinas o o lO ^ CO <o f- PI gsa V a» w CM ID T- J \ V V- 161/122 ^1009/2054 ^97/310 912/346-' 1881/1289— 62/360-, -^ i r T- CO o to 3 CO ^ to CM CO *- CO #7 Palomar Airport Road/ Aviara PkwyyCollege Blvd ii ^23/21 ^31/42 I r a> 0) CD ^ II o 3; CM to a eo #13 Breakwater Road/ Carlsbad Blvd. tn CM o> JM *-^ 0) t» t- »- J 1 ^ ^8/22 -^485/772 ^7/14 66/140-' 559/818 — 152^22-, ^ 1 r lO t» ps O CM CD #19 Poinsettia Lane/ Batiquitos Drive CM CO o tD " ca to O T-V- 390/1584 — 1012/1354 809/1524 — 137/287-, #2 Palomar Airport Road/ I-S SB Ramps o> o CO m ^ 3 N T- « « * V. 217/39 —930/1289 ^303/58 94/32-' 1176/1344 — 644/380-, CO 5 T- ^ U3 ^ Ol to CM #8 Palomar Airport Road/ Camino Vida Roble o in ot n r- o gSS O oo T- CM CO T- ^ \ ^ ^ 111/596 — 0/0 ^323/56 3/376-' 10/28 — 2/43-, ^ 1 r C3 1— in J- o o r- CM #14 Poinsettia Lane/ Carlsbad Blvd. cn a> CO o sis 00 CO J 1 ^ 134/97 —7/21 ^203/137 21/27-' 29/4 — 29/28-, ^ 1 •* cn in to r- (0 CM •* #20 Paseo del Norte/ Camino de las Ondas —^ ' ^696/1430 — 1186/2250 156/368-' 1990/1891 — •^ J r 3 Pl f3 5 #3 Palomar Airport Road/ 1-5 NB Ramps < 244/141 — 1151/1188 ^527/802 V 993/715 — 11552/108 ^982/664 117/309-' 1210/1559— 116/206-, ^ 1 r cn to u> to O CD CO CD to PI r-o> #9 Palomar Airport Road/ El Camino Real in CM T-SS;:S o> o «-in ^ PI ^ 1 V ^ 342/229 —974/661 ^377/437 49/78-' 288/495 — 68/100-, 44/88-' 101/91 — 216/505 ^ #15 Poinsettia Lane/ Avenida Encinas V. 78/443 — 125/335 ^ 18/24 V 31/28 — 64/114 ^6/12 516/179-' 36/94— 298/622-, •^ 1 r eo CM to oo 00 ^ ss- T- CM CO to #21 Poinsettia Lane/ Aviara Pkv\jy. T r V. 123/338 — 328/345 ^ 295/809 V. 326/475 — 1274/2800 ^158/444 293/496-' 2732/1609— 195/249-, 486/280 > 183/424 — 448/425 #4 Palomar Airport Road/ Paseo Del Norte OJ o s ? ^ d tn PI a> CM PI V » V V 308/284 — 2685/1995 ^408/83 335/364-' 1474/2893— 464/151-, ^ t r o o m o tn c» ^ 5 G u? o o ^ U> CM T- CO *- #10 Palomar Airport Road/ El Fuerte St. £M !2 (M to 00 o oo CM >' 1 ^ — 1030/980 ^481/995 560/1223 — 496/631 -, #16 Poinsettia Lane/ 1-5 SB Ramps o CO in PI £ N V) V V-0/2 —0/0 ^0/1 275/118-' OA)— 65/68-, ^ t r CM O O CD tn o #22 El Camino Real/ Cassia Road V. 57/218 — 4/45 ^ 63/194 V- 205/97 — 1209/2823 ^71/275 163/1 IS-' 2673/1633— 85/138-, 59/334 -' 4/37 — 57/139 -, #5 Palomar Airport Road/ Armada Drive CO o O CM CD CM •r- 60 ^ 5y «J t» 1- 1 ^ V. 269/324 —2450/1178 ^209/200 339/545-' 1236/2622— 173/400-, 329/375-' 1386/949 — 288/307 > #11 Palomar Airport Road/ Melrose Drive ^ 329/280 — 1318/168! 239/252-' 667/1320— 261/256 -' 0/9 — 1064/959 •> #17 Poinsettia Lane/ 1-5 NB Ramps CD o| CO > 5 3 OQ to CM T- i 39/104-* 2071/1677 — 22/229-' 79/468 39/104-* 2071/1677 — #23 E! Camino Real/ Camino Vida Roble Year 2030 With Ponto Intersection Volumes 25101099.001 -August 2004 EXHIBIT 12 — 1831/880 ^127/227 146/163 ^21/9 to OJ CO -1 eo CM t V ^ 50/49 ^52/69 f r- o o CD FJ oi 00 CM 301/1290 — #24 Ponto Drive/ Carlsbad Blvd #25 Beach Way/ Carlsbad Blvd. /296 /434 GO to o t-* tM O ) ^493/672 ^497/626 V. 420/434 — 1047/1271 749/1111 — 143/203-, 345/317-' 1021/1485 — 140/179 -' 1/1 — 562/494 o 1-CO Si to r-^30/37 ^295/260 o 1-CO Si to r-292/1203 — 174/227 > #26 Avenida Encinas/ Carlsbad Blvd. — 1592/1698 ^69/41 1252/1850— 350/250 ^ /' ID T- o -rr CO ••- ~ a> CD to eo J 1 V *>-7/28 —242/173 ^41/64 CO OI T= CO •» s U7 O ••- in \ V *^ 336/424 ^887/598 — 852/829 404/1527 67/128-' 98/200— 71/170-, > 1 r "* CO CO •n CM t r CM t-CD in m tn C^ <D o CM CO 638/613— 212/387-, ^ r a> 01 CD 0 CO c5 at 0 eo #27 Ponto Drive/ Avenida Encinas #28 La Costa Ave/ Coast Highway 101 #29 La Costa Avey Vulcan Ave. rr Pl CO ^ CD 1 gSS to in m In ^ CM J I ^ 475/484 —667/578 ^301/196 CM ID CD 5 o to T- O CM CM CO V 1 ^ V 89/234 —a/25 ^237/215 449/741 -' 427/710 — 431/284-, 204/227 --' 897/1517 — 67/329 ^ 8/42-' 32/66 — 12/26-, ^ 1 r .4- CO 0> CO CO 2:: 0 ID .- tn to #30 La Costa Ave^ 1-5 SB Ramps #31 La Costa Avey 1-5 NB Ramps #32 La Costa Ave/ Pireaus St. #33 U Costa Ave/ El Camino Real #34 Leucadia Blvd/ Coast Highway 101 Year 2030 With Ponto Intersection Volumes 25101099.001 - AuausI 2004 EXHIBIT 12 cc ^- -J CQ ca an i/\ ly-} m V • V ^ WBR •*• WBT f WBL EBL J EST -*• EBR •> _i H ir CO 03 CD z. z z EXAMPLE -4- r > #6 Palomar Airport Road/ Hidden Valley Rd. 1. r #12 Island Way/ Carlsbad Blvd. > #18 Poinsettia Lane/ Paseo Del Norte NOT TO SCALE RBF L r J r #1 Palomar Airport Road/ Avenida Encinas \. -4- > #7 Palomar Airport Road/ Avaiara PkwyyColleg Blvd. r #12Brealcw/ater Road/ Carlsbad Blvd. d r > r d #19 Paseo del Norte/ Camino de las Ondas LEGEND -4- T f #2 Palomar Airport Road/ 1-5 SB Ramps . d r > T d #8 Palomar Airport Road/ Camino Vida Roble J r #14 Poinsettia Lane/ Carlsbad Blvd. d •t . d #20 Poinsettia Lane/ Batiquitos Drive d = defacto right-turn lane ovip = rigtit-turn overlap -*- J "i(^t^ #3 Palomar Airport Road/ 1-5 NB Ramps i T #9 Palomar Airport Road/ El Camino Real V f V ? J T d #15 Poinsettia Lane/ Avenida Encinas 4- r i % #21 Poinsettia Lane/ Aviara Pl<wy. .^ovlp -4- T #4 Palomar Airport Road/ Paseo Del Norte X r — r ->- #5 Palomar Airport Road/ Armada Drive f #10 Palomar Airport Road/ #11 Palomar Airport Road/ El Fuerte St. Melrose Drive •*--4- #16 Poinsettia Lane/ 1-5 SB Ramps J r 4_ #17 Poinsettia Lane/ 1-5 NB Ramps X r J J T #22 El Camino Real/ Cassia Road #23 El Camino Real/ Camino Vida Roble Year 2030 Intersection Geometry 25101099.001 - August 2004 EXHIBIT 13 r #24 Ponto Drive/ Carlsbad Blvd. -4--4- r #30 La Costa AveV 1-5 SB Ramps r #25 Beach Way/ Carlsbad Blvd. J ->• x' #26 Avenida Encinas/ Carlsbad Blvd. X -r r J r #27 Ponto Drive/ Avenida Encinas -4- r -*• > :— •-I. r r t d #28 La Costa AveV #29 La Costa Avey Coast Highwray 101 Vulcan Ave. d HIV r #31 La Costa Avey 1-5 NB Ramps #32 La Costa Avey Pireaus St. #33 La Costa Avey El Camino Real #34 Leucadia Blvdy Coast Highw/ay 101 NOT ro SCALE RBF LEGEND d = defacto right-turn lane ovip = right-turn overlap Year 2030 intersection Geometry 25101099.001 -August 2004 EXHIBIT 13 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/1-5 SB RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L T L LT R Volume (vph) 532 490 481 1017 206 8 450 % Heavy veh 2 2 2 0 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 50 0 0 50 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru I VRT 03 04 S 3 Only 06 07 08 Timing G= 25.0 G= 40.0 G = G = G = 40.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 560 463 506 1071 109 116 421 Lane group cap. 1182 528 716 2110 590 593 528 v/c ratio 0.47 0.88 0.71 0.51 0.18 0.20 0.80 Green ratio 0.33 0.33 0.2^ 0.58 0.33 0.33 0.33 Unit, delay d1 317 37.7 44.1 14.8 28.4 28.5 36.3 Delay factor k 0.11 0.40 0.27 0.12 0.11 0.11 0.34 increm. delay d2 0.3 y5.4 3.2 0.2 0.2 0.2 8.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 32.0 53.0 47.3 ^5.0 28.6 28.7 44.7 Lane group LOS D D B D Apprch. delay 41.5 25.4 39.1 Approach LOS D D Intersec. delay 33.2 Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k2C.tmp 8/1/2005 X ugv J. wx a SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/1-5 SB RAMPS All other areas CARLSBAD YEAR 2030 WITH PROJECT EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L 7 L LT R Volume (vph) 560 496 481 1030 206 8 487 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 50 0 0 50 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly Thru & RT 03 04 S 3 Only 06 07 08 Timing G= 25.0 G= 40.0 G = G = G= 40.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity. Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 589 469 506 1084 109 116 460 Lane group cap. 1182 528 716 2069 590 593 528 v/c ratio 0.50 0.89 0.71 0.52 0.18 0.20 0.87 Green ratio 0.33 0.33 0.21 0.58 0.33 0.33 0.33 Unif. delay d1 32.0 379 44.1 15.0 28.4 28.5 37.6 Delay factor k 0.11 0.41 0.27 0.13 0.11 0.11 0.40 Increm. delay d2 0.3 16.8 3.2 0.2 0.2 0.2 14.7 PF factor 1000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 32.3 54.7 473 15.2 28.6 28.7 52.3 Lane group LOS D B D Apprch. delay 42.2 25.4 44.5 Approach LOS D Intersec. delay 34.7 Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Righte Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k38.tmp Version 4. le 8/1/2005 i3IlUI L JVcpUl L rage 1 Ui 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/1-5 SB RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L 7 L LT R Volume (vph) 1186 623 995 962 322 2 278 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 110 0 0 50 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 SB Only 06 07 08 Timing G= 35.0 G= 45.0 G = G = G = •• 25.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y = 5 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = f20.0 Lane Group Capaci y, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate f248 540 f047 1013 170 171 240 Lane group cap. 1330 594 1002 2512 369 370 330 v/c ratio 0.94 0.91 1.04 0.40 0.46 0.46 0.73 Green ratio 0.38 0.38 0.29 0.71 0.21 0.21 0.21 Unif. delay d1 36.2 35.6 42.5 7.1 41.6 41.6 44.3 Delay factor k 0.45 0.43 0.50 0.11 0.11 0.11 0.29 Increm. delay d2 ^2.8 18.0 40.9 0.1 0.9 0.9 7.9 PF factor f.OOO 1000 1000 1000 1000 f.OOO 1000 Control delay 48.9 53.6 83.4 73 42.5 42.5 52.2 Lane group LOS D D D Apprch. delay 50.3 45.9 46.5 Approach LOS ntersec. delay 478 Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k5A.tmp 8/1/2005 rage 1 Oi 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PM PEAK HOUR ntersection Area Type Jurisdiction Analysis Year POINSETTIA LANEA-5 SB RAMPS All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 / 2 2 0 0 0 0 / 1 Lane group 7 R L 7 L L7 R Volume (vph) ^223 631 995 980 322 2 278 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 110 0 0 50 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thrui IRT 03 04 SB Only 06 07 08 Timing G= 35.0 G= 45.0 G = G = G= 25.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1287 548 1047 1032 170 171 240 Lane group cap. f330 594 f002 2512 369 370 330 v/c ratio 0.97 0.92 104 0.4f 0.46 0.46 0.73 Green ratio 0.38 0.38 0.29 0.7f 0.2 f 0.2f 0.21 Unif. delay d1 36.8 35.8 42.5 72 416 416 44.3 Delay factor k 0.47 0.44 0.50 0.11 0.11 0.11 0.29 Increm. delay d2 ^7.5 20.1 40.9 0.1 0.9 0.9 7.9 PF factor 1000 1000 1000 1000 1.000 1.000 1.000 Control delay 54.3 56.0 83.4 7.3 42.5 42.5 52.2 Lane group LOS D D D D Apprch. delay 54.8 45.6 46.5 Approach LOS D D Intersec. delay 49.5 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C;\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k4E.tmp Version 4. le 8/1/2005 anon Kepon rage i Ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/1-5 NB RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L 7 7 R L TR R Volume (vph) 214 664 1314 329 252 0 1064 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru I IRT 03 04 N B Only 06 07 08 Timing G= 27.0 G= 38.0 G = G = G= 40.0 G = G = G = Timing Y= 5 Y= 5 y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 225 699 f383 346 265 386 47f Lane group cap. 398 2f78 1691 501 590 556 528 v/c ratio 0.57 0.32 0.82 0.69 0.45 0.69 0.89 Green ratio 0.22 0.58 0.32 0.32 0.33 0.33 0.33 Unif. delay d1 413 ^2.8 378 35.9 314 34.7 38.0 Delay factor k 0.16 0.11 0.36 0.26 0.11 0.26 0.42 Increm. delay d2 19 0.1 3.3 4.0 0.5 3.7 17.3 PF factor f.OOO 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 43.2 12.9 41.1 39.9 31.9 38.4 55.2 Lane group LOS S D Apprch. delay 20.3 40.9 43.9 Approach LOS D Intersec. delay 36.7 Intersection LOS HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kl9.tmp 8/1/2005 anon Kepon ra^c i Ui i SHORT REPORT General Information Site Information Analyst USAI Agency or Co. USAI Date Performed 08/01/05 Time Period AM PEAK HOUR POINSETTIA LANE/1-5 NB Intersection ^^^pg Area Type All other areas Jurisdiction CARLSBAD Analysis Year PROJECT^^ Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 / 1 0 0 0 Lane group L 7 7 R L TR R Volume (vph) 239 667 ^3^8 329 261 0 1064 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 NB Only 06 07 08 Timing G= 270 G= 38.0 C3 = G = G= 40.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group CapacH y, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 252 702 1387 346 275 386 47f Lane group cap. 398 2178 1691 501 590 556 528 v/c ratio 0.63 0.32 0.82 0.69 0.47 0.69 0.89 Green ratio 0.22 0.58 0.32 0.32 0.33 0.33 0.33 Unif. delay d1 42.0 12.8 37.8 35.9 316 34.7 38.0 Delay factor k 0.21 0.11 0.36 0.26 0.11 0.26 0.42 Increm. delay d2 3.3 0.1 3.4 4.0 0.6 3.7 f73 PF factor 1.000 1.000 1.000 1000 1.000 • f.OOO 1.000 Control delay 45.3 12.9 41.2 39.9 32.2 38.4 55.2 Lane group LOS D B D D C D E Apprch. delay 21.5 40.9 43.9 Approach LOS C D D Intersec. delay 37.0 Intersection LOS D HCS2000^^ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kl9.tmp Version 4. le 8/1/2005 OllOl I JVCpUl L rage i Ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/1-5 NB RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L 7 7 R L TR R Volume (vph) 219 ^3^6 ^680 280 244 9 959 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 N B Only 06 07 08 Timing G = 25.0 G= 40.0 G = G = G= 40.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs' = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 23f 1385 1768 295 257 345 410 Lane group cap. 369 2^78 1780 528 590 558 528 v/c ratio 0.63 0.64 0.99 0.56 0.44 0.62 0.78 Green ratio 0.21 0.58 0.33 0.33 0.33 0.33 0.33 Unif. delay d1 43.2 f6.6 39.9 32.8 312 33.6 36.0 Delay factor k 0.2f 0.22 0.49 0.^6 0.11 0.20 0.33 Increm. delay d2 3.3 0.6 f9.7 13 0.5 2.1 7.2 PF factor f.OOO f.OOO f.OOO f.OOO 1000 f.OOO f.OOO Control delay 46.6 f7.2 59.6 34. f 317 35.7 43.2 Lane group LOS D 6 D Apprch. delay 2f.4 55.9 377 Approach LOS D Intersec. delay 40. f Intersection LOS HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kl9.tmp 8/1/2005 OllUl L XVCpUl I x agc 1 Ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANEA-5 NB RAMPS All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L 7 7 R L TR R Volume (vph) 252 f320 f685 280 256 9 959 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 NB Only 06 07 08 Timing G= 25.0 G= 40.0 G = G = G= 40.0 G = G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = f20.0 Lane Group Capaci y, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 265 f389 f774 295 269 345 4f0 Lane group cap. 369 2f78 f780 528 590 558 528 v/c ratio 0.72 0.64 f.OO 0.56 0.46 0.62 0.78 Green ratio 0.2f 0.58 0.33 0.33 0.33 0.33 0.33 Unif. delay d1 44.2 f6.6 39.9 32.8 314 33.6 36.0 Delay factor k 0.28 0.22 0.50 0.f6 0.11 0.20 0.33 ncrem. delay d2 6.6 0.6 20.5 13 0.6 2.1 7.2 PF factor f.OOO f.OOO f.OOO f.OOO f.OOO f.OOO f.OOO Control delay 50.8 f72 60.4 34. f 32.0 35.7 43.2 Lane group LOS D B D Apprch. delay 22.6 56.7 377 Approach LOS Intersec. delay 40.7 Intersection LOS HCS2000 ,TM Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kl9.tmp Version 4. le 8/1/2005 SHORT REPORT General Information >ite Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 AM PEAK HOUR llntersection Vrea Type Jurisdiction iknalysis Year POINSETTIA LANE/AVE. ENCINAS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 2 2 1 1 1 1 1 1 1 Lane group L TR L 7 R L 7 R L 7 R Volume (vph) 49 254 68 377 924 342 44 101 216 219 fOf 59 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 100 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 f2.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru &RT 03 04 Excl. Left Thru & RI 07 08 Timing G= 24.0 G= 36.0 G = G = G= 22.0 G= f8.0 G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs^ = 0.25 Cycle Length C = f20.0 EB WB NB SB Adj. flow rate 52 339 397 973 360 46 f06 f22 23f 106 62 Lane group cap. 354 f079 687 ff20 456 325 294 229 325 294 229 v/c ratio 0.f5 0.3 f 0.58 0.87 0.79 0.f4 0.36 0.53 0.7f 0.36 0.27 Green ratio 0.20 0.30 0.20 0.30 0.30 0.f8 0.f5 0.f5 O.fS 0.15 0.15 Unif. delay d1 39.6 32.5 43.4 39.8 38.5 41 f 45.8 47 f 46.0 45.8 45.2 Delay factor k O.ff O.ff 0.f7 0.40 0.34 O.ff O.ff 0.f4 0.27 0.11 0.11 Increm. delay d2 0.2 0.2 f.2 75 9.f 0.2 0.8 2.4 7.1 0.8 0.6 PF factor f.OOO f.OOO f.OOO f.OOO 1000 f.OOO f.OOO f.OOO f.OOO 1.000 1.000 Control delay 39.8 32.6 44.6 473 476 413 46.6 49.5 53. f 46.6 45.8 Lane group LOS D C D D D D D D D D D Apprch. delay 33.6 46.7 470 50.2 Approach LOS C D D D Intersec. delay 45.4 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kD.tmp 8/2/2005 OllUl 1 IN-CpUl I rage i ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/AVE. ENCINAS All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f 2 0 2 2 1 f f 1 1 1 f Lane group L TR L 7 R L 7 R L 7 R Volume (vph) 49 288 68 377 974 342 44 fOf 216 219 fOf 59 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. preen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 100 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RI 07 08 Timing G= 24.0 G= 36.0 G = G = G= 22.0 G= f8.0 G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 52 375 397 f025 360 46 f06 f22 23 f f06 62 Lane group cap. 354 f083 687 ff20 456 325 294 229 325 294 229 v/c ratio 0.f5 0.35 0.58 0.92 0.79 0.f4 0.36 0.53 0.7f 0.36 0.27 Green ratio 0.20 0.30 0.20 0.30 0.30 O.fS 0.f5 0.f5 0.f8 O.fS 0.f5 Unif. delay d1 39.6 32.8 43.4 40.5 38.5 41f 45.8 47. f 46.0 45.8 45.2 Delay factor k O.ff O.ff 0.f7 0.43 0.34 O.ff O.ff 0.14 0.27 O.ff O.ff Increm. delay d2 0.2 0.2 12 fl6 9.f 0.2 0.8 2.4 7f 0.8 0.6 PF factor f.OOO f.OOO f.OOO f.OOO f.OOO f.OOO f.OOO 1.000 f.OOO f.OOO f.OOO Control delay 39.8 33.0 44.6 52. f 476 413 46.6 49.5 53. f 46.6 45.8 Lane group LOS D C D D D D D D D D D Apprch. delay 33.8 49.5 470 50.2 Approach LOS C D D D Intersec. delay 47 f Intersection LOS D ffCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2kD.tmp 8/2/2005 rage i ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PMPEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/AVE. ENCINAS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f 2 0 2 2 1 f 1 f 1 f 1 Lane group L 7R L 7 R L TR R L 7 R Volume (vph) 78 450 fOO 437 594 229 88 91 505 452 f44 82 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 50 5 10 50 5 10 220 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thm & RT 03 04 Excl. Left S B Only Thru & RT 08 Timing G= fS.O G= 27.0 G = G = G= 9.0 G= 22.0 G= f9.0 G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y= 5 Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 82 527 460 625 188 93 20f f95 476 f52 86 Lane group cap. 266 825 516 840 340 f33 277 236 53f 752 599 v/c ratio 0.3f 0.64 0.89 0.74 0.55 0.70 0.73 0.83 0.90 0.20 O.f 4 Green ratio 0.f5 0.22 0.15 0.22 0.22 0.08 0.f6 0.f6 0.30 0.38 0.38 Unif. delay d1 45.5 42. f 50.0 43.3 41.2 54.2 48.0 48.9 40.2 24.7 24. f Delay factor k O.ff 0.22 0.42 0.30 0.15 0.27 0.29 0.36 0.42 O.ff O.ff Increm. delay d2 0.7 17 17.5 3.6 2.0 f5.0 9.2 20.9 f78 O.f O.f PF factor f.OOO f.OOO 1.000 f.OOO 1.000 f.OOO f.OOO f.OOO f.OOO f.OOO f.OOO Control delay 46. f 43.8 67.6 46.9 43.1 69.2 572 69.8 58.0 24.9 24.3 Lane group LOS D D E D D E £ E E C C Apprch. delay 44. f 53.8 64.5 46.9 Approach LOS D D E D Intersec. delay 52.0 Intersection LOS D HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\LocaI%20Settings\Temp\s2k31.tmp 8/2/2005 anon Jt^epon rage t ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/AVE. ENCINAS All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f 2 0 2 . 2 f f 1 f f 1 f Lane group L 7R L 7 R L TR R L 7 R Volume (vph) 78 495 fOO 437 66f 229 88 91 505 452 f44 82 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 50 5 10 50 5 10 220 5 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thm & RT 03 04 Excl. Left S BOnly Thru & RT 08 Timing G= f8.0 G= 270 G= ( G= 9.0 G= 22.0 G= f9.0 G = Timing Y= 5 Y= 5 Y = y = Y= 5 Y= 5 Y= 5 Y = Duration of Analysis (hrs' = 0.25 Cycle Length C = f20.0 EB WB NB SB Adj. flow rate 82 574 460 696 f88 93 20f f95 476 152 86 Lane group cap. 266 826 5f6 840 340 f33 277 236 53f 752 599 v/c ratio 0.3 f 0.69 0.89 0.83 0.55 0.70 0.73 0.83 0.90 0.20 Of4 Green ratio 0.f5 0.22 O.f 5 0.22 0.22 0.08 0.f6 0.16 0.30 0.38 0.38 Unif. delay d1 45.5 42.7 50.0 44.3 412 54.2 48.0 48.9 40.2 24.7 24. f Delay factor k O.ff 0.26 0.42 0.37 O.fS 0.27 0.29 0.36 0.42 0.11 O.ff Increm. delay d2 0.7 2.6 f7.5 7.0 2.0 fS.O 9.2 20.9 f7.8 0.1 O.f PF factor f.OOO 1.000 f.OOO f.OOO f.OOO f.OOO f.OOO 1.000 f.OOO f.OOO f.OOO Control delay 46. f 45.3 676 513 43. f 69.2 572 69.8 58.0 24.9 24.3 Lane group LOS D D £ D D £ £ E £ C C Apprch. delay 45.4 55.7 64.5 46.9 Approach LOS D £ £ D Intersec. delay 53.0 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k3D.tmp Version 4. le 8/2/2005 iSiioi I jvepul L X 05*^ 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/CARLSBAD BLVD. All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f f 0 f 0 f f 2 f 2 2 f Lane group L TR L R L 7 R L 7 R Volume (vph) 3 fO 2 277 111 6 3f3 212 113 868 20 % Heavy veh 0 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 5 0 10 5 0 10 5 0 10 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thm & RT 03 04 Excl. Left Thru & 07 08 Timing G= 35.0 G= f5.0 G = G = G= fO.O G= 40.0 G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3 13 292 117 6 329 223 ff9 9f4 21 Lane group cap. 526 238 5f6 189 148 1244 515 286 -f244 507 v/c ratio O.Of 0.05 0.57 0.62 0.04 0.26 0.43 0.42 0.73 0.04 Green ratio 0.29 0.13 0.29 0.13 0.08 0.33 0.33 0.08 0.33 0.33 Unif. delay d1 30.2 46.3 36. f 49.8 50.6 29.2 31.2 52.2 , 35.3 27.0 Delay factor k O.ff 0.11 0.f6 0.20 0.11 0.11 0.11 O.ff 0.29 0.11 Increm. delay d2 0.0 0.1 15 6.1 0.1 0.1 0.6 10 2.3 0.0 PF factor f.OOO 1.000 f.OOO 1.000 1.000 1.000 1.000 f.OOO -1.000 1.000 Control delay 30.2 46.3 375 55.9 50.7 29.4 31.8 53.2 37.6 27.1 Lane group LOS C D D E D C C D D C Apprch. delay 43.3 42.8 30.5 39.2 Approach LOS D D C D Intersec. delay 376 intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k95.tmp 8/1/2005 i3iioi I ivepul L SHORT REPORT General Information Site information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/CARLSBAD BLVD. All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 0 1 1 2 f 2 2 1 Lane group L TR L R L 7 R L 7 R Volume (vph) 3 10 2 323 111 6 3f3 254 ff3 880 20 % Heavy veh 0 2 2 2 2 2 2 0 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 5 0 10 5 0 10 5 0 10 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thm & RT 03 04 Excl. Left Thru & Rl 07 08 Timing G= 35.0 G= f5.0 G = G = G= fO.O G= 40.0 G = G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3 13 340 117 6 329 267 ff9 926 21 Lane group cap. 526 238 5f6 189 f48 f244 525 286 ^244 507 v/c ratio O.Of 0.05 0.66 0.62 0.04 0.26 0.51 0.42 0.74 0.04 Green ratio 0.29 0.13 0.29 0.13 0.08 0.33 0.33 0.08 0.33 0.33 Unif. delay d1 30.2 46.3 37.3 49.8 50.6 29.2 32.1 52.2 35.5 27.0 Delay factor k O.ff 0.11 0.23 0.20 0.11 O.ff 0.12 O.ff 0.30 0.11 Increm. delay d2 0.0 0.1 3.f 6.1 0.1 O.f 0.8 1.0 2.5 0.0 PF factor f.OOO 1.000 f.OOO 1.000 1.000 f.OOO 1.000 f.OOO -f.OOO 1.000 Control delay 30.2 46.3 40.4 55.9 50.7 29.4 32.9 53.2 37.9 27.1 Lane group LOS C D D E D C C D D C Apprch. delay 43.3 44.3 31.2 39.4 Approach LOS D D C D Intersec. delay 38.2 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k89.tmp 8/1/2005 .3X101 L JVCpUl L J. ClgV^ 1 L SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/CARLSBAD BLVD. All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f 1 0 1 0 1 1 2 1 2 2 1 Lane group L TR L R L 7 R L 7 R Volume (vph) 376 28 43 89 596 10 f40 184 302 ff35 273 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 5 0 10 5 300 10 5 100 10 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thm & RT 03 04 Excl. Left SB Only Thru & RT 08 Timing G= 28.0 G = 28.0 G = G = G= 5.0 G= 20.0 G= f5.0 G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y= 4 Y = Duration of Analysis (hrs^ = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 396 74 94 3f2 ff f47 88 3f8 /f95 287 Lane group cap. 4f3 409 4f3 359 74 467 189 859 /244 507 v/c ratio 0.96 0.18 0.23 0.87 O.f 5 0.3f 0.47 0.37 0.96 0.57 Green ratio 0.23 0.23 0.23 0.23 0.04 0.f3 0.13 0.25 0.33 0.33 Unif. delay d1 45.4 36.8 372 44.2 55.4 478 48.8 37.2 39.2 32.9 Delay factor k 0.47 0.11 O.ff 0.40 O.ff O.ff 0.11 O.ff 0.47 0.16 Increm. delay d2 33.7 0.2 0.3 f9.8 0.9 0.4 1.8 0.3 f6.9 1.5 PF factor f.OOO 1.000 f.OOO f.OOO f.OOO f.OOO 1.000 1000 1.000 1.000 Control delay 79. f 37.0 375 64. f 56.4 48.2 50.6 37.5 56.2 34.4 Lane group LOS £ D D £ £ D D D E C Apprch. delay 72.5 579 49.4 49.4 Approach LOS £ £ D D Intersec. delay 54.3 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file;//C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k6E.tmp 8/1/2005 anon is^epon i agc i Ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/01/05 PMPEAK HOUR Intersection Area Type Jurisdiction Analysis Year POINSETTIA LANE/CARLSBAD BLVD. All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes f f 0 1 0 f f 2 f 2 2 f Lane group L TR L R L 7 R L 7 f? Volume (vph) 376 28 43 156 596 fO f50 205 302 1150 273 % Heavy veh 0 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 5 0 10 5 300 10 5 100 10 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left SB Only Thru & RT 08 Timing G= 28.0 G= 28.0 G = G = G= 5.0 G= 20.0 G= f5.0 G = Timing Y= 5 Y= 5 Y = Y = Y= 5 Y= 5 Y= 4 Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 396 74 f64 3f2 11 f58 111 318 /2ff 287 Lane group cap. 42f 409 4f3 359 74 467 189 859 /244 507 v/c ratio 0.94 0.f8 0.40 0.87 0.15 0.34 0.59 0.37 0.97 0.57 Green ratio 0.23 0.23 0.23 0.23 0.04 O.f 3 0.13 0.25 0.33 0.33 Unif. delay d1 45.2 36.8 38.9 44.2 55.4 48.0 49.6 37.2 39.5 32.9 Delay factor k 0.45 O.ff O.ff 0.40 0.11 O.ff 0.18 0.11 0.48 0.16 Increm. delay d2 29.3 0.2 0.6 f9.8 0.9 0.4 4.7 0.3 f9.4 1.5 PF factor f.OOO f.OOO f.OOO f.OOO 1.000 f.OOO 1.000 1.000 • r.ooo 1.000 Control delay 74.5 370 39.5 64.f 56.4 48.4 54.3 37.5 58.9 34.4 Lane group LOS £ D D £ E D D D £ C Apprch. delay 68.6 55.6 51.0 51.2 Approach LOS £ E D D Intersec. delay 54.6 Intersection LOS D HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k7C.tmp 8/1/2005 snon Kepon rage i oii General Information Site Information Analyst USAI Agency or Co. USAI Date Performed 08/02/05 Time Period AM PEAK HOUR CARLSBAD BLVD./PONTO Intersection Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 NO PROJECT SHORT REPORT Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 f 0 1 0 2 0 1 2 0 Lane group L R TR L 7 Volume (vph) 41 104 289 fO 65 f83f % Heavy veh 2 2 2 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & R 07 08 Timing G= 35.0 G = G= ( ^ _ G= 20.0 G= 50.0 G = G = Timing Y= 5 Y = y = y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 c Dycle Length C = f20.0 Lane Group Capacit y. Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 43 109 315 68 f927 Lane group cap. 516 462 1547 295 2333 v/c ratio 0.08 0.24 0.20 0.23 0.83 Green ratio 0.29 0.29 0.42 O.f 7 0.63 Unif. delay d1 30.9 32.3 22.3 43.3 f74 Delay factor k 0.11 0.11 0.11 O.ff 0.36 Increm. delay d2 0.1 0.3 0.1 0.4 2.6 PF factor 1.000 1.000 1.000 1000 f.OOO Control delay 30.9 32.6 22.4 43.7 20.0 Lane group LOS C C C D C Apprch. delay 32.1 22.4 20.8 Approach LOS C C C Intersec. delay 217 Intersection LOS C HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp 8/2/2005 i3nui I ivepoi L rage i ui i SHORT REPORT General Information Site Information Analyst L^S>A/ Agency or Co. USAI Date Performed 08/02/05 Time Period AM PEAK HOUR , ^ „ CARLSBAD BLVD./P0NTO Intersection Area Type All other areas Jurisdiction CARLSBAD Analysis Year PROJEcf^'^ Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 1 0 f 0 2 0 1 2 0 Lane group L R TR L 7 Volume (vph) 51 146 289 25 127 f83f % Heavy veh 2 2 2 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & R 07 08 Timing G= 35.0 G = 3 = ( G= 20.0 G= 50.0 G = G = Timing Y= 5 Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Dycle Length C = f20.0 Lane Group Capacit y, Control Dela^ V, and LOS Determination EB WB NB SB Adj. flow rate 54 f54 330 f34 f927 Lane group cap. 516 462 f535 295 2333 v/c ratio 0.10 0.33 0.2f 0.45 0.83 Green ratio 0.29 0.29 0.42 O.f 7 0.63 Unif. delay d1 31.1 33.3 22.4 45. f f74 Delay factor k 0.11 O.ff 0.11 O.ff 0.36 Increm. delay d2 0.1 0.4 0.1 If 2.6 PF factor 1.000 1.000 1.000 f.OOO f.OOO Control delay 31.1 33.8 22.5 46.2 20.0 Lane group LOS C C C D C Apprch. delay 33.1 22.5 217 Approach LOS C C C Intersec. delay 22.7 Intersection LOS C HCS2000' Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp Version 4. le 8/2/2005 oxioi I ivepun rage i ox i SHORT REPORT General Information Site Information Analyst USAI Agency or Co. USAI Date Performed 08/02/05 Time Period PM PEAK HOUR CARLSBAD BLVD./PONTO Intersection Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 1 0 1 0 2 0 f 2 0 Lane group L R 7f? L 7 Volume (vph) 31 108 f260 fO 145 880 % Heavy veh 2 2 2 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & R" 07 08 Timing G= 35.0 G = G= ( G= 23.0 G= 470 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 ( iiycle Length C - f20.0 Lane Group Capacity, Control Dela' /, and LOS Determ nation EB WB NB SB Adj. flow rate 33 114 f337 f53 926 Lane group cap. 5f6 462 1460 339 2333 v/c ratio 0.06 0.25 0.92 0.45 0.40 Green ratio 0.29 0.29 0.39 O.f 9 0.63 Unif. delay d1 30.7 32.4 34.6 42.9 fl2 Delay factor k O.ff 0.11 0.43 O.ff O.ff Increm. delay d2 O.f 0.3 9.3 10 O.f PF factor f.OOO 1.000 f.OOO f.OOO f.OOO Control delay 30.7 32.7 44.0 43.9 fl3 Lane group LOS C C D D S Apprch. delay 32.3 44.0 f5.9 Approach LOS C D B Intersec. delay 315 Intersection LOS C HCS2000 iTM Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp 8/2/2005 auoi I Jtvepol L rage i ui i SHORT REPORT General Information Site Information Analyst USAI Agency or Co. USAI Date Performed 08/02/05 Time Period PM PEAK HOUR , , « CARLSBAD BLVD./PONTO Intersection Area Type All other areas Jurisdiction CARLSBAD Analysis Year ^^ROJEcf^" Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 f 0 1 0 2 0 f 2 0 Lane group L R 7R L 7 Volume (vph) 45 163 f260 30 227 880 % Heavy veh 2 2 2 0 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & R 07 08 Timing G= 35.0 G = G= ( G= 23.0 G = 470 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 ( Dycle Length C = f20.0 Lane Group Capacit y. Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 47 172 1358 239 926 Lane group cap. 5f6 462 1457 339 2333 v/c ratio 0.09 0.37 0.93 0.7f 0.40 Green ratio 0.29 0.29 0.39 O.f 9 0.63 Unif. delay d1 30.9 33.8 35.0 45.3 fl2 Delay factor k 0.11 0.11 0.45 0.27 Off Increm. delay d2 0.1 0.5 11.1 6.5 O.f PF factor 1.000 1.000 1.000 f.OOO 1000 Control delay 31.0 34.3 46.1 519 fl3 Lane group LOS C C D D S Apprch. delay 33.6 46. f f9.6 Approach LOS C D B Intersec. delay 33.9 Intersection LOS C HCS2000^ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp Version 4.1e 8/2/2005 anon «.epon rage i ui i SHORT REPORT General Information Site information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVD./AVENIDA ENCINAS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 1 1 2 0 Lane group L LR 7 R L 7 Volume (vph) 260 37 ff88 227 64 860 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly 02 03 04 SB Only Thru & Rl 07 08 Timing G= 35.0 G = G = G = G= 25.0 G= 45.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 274 39 f25f 81 67 905 Lane group cap. 1002 486 1400 572 369 2333 v/c ratio 0.27 0.08 0.89 0.14 O.f 8 0.39 Green ratio 0.29 0.29 0.38 0.38 0.2f 0.63 Unif. delay d1 32.7 30.8 35.2 24.8 39. f flf Delay factor k 0.11 0.11 0.42 0.11 O.ff O.ff Increm. delay d2 0.1 0.1 7.7 0.1 0.2 O.f PF factor 1.000 1.000 1.000 1.000 f.OOO f.OOO Control delay 32.9 30.9 43.0 24.9 39.3 fl2 Lane group LOS C C D C D B Apprch. delay 32.6 419 f3.2 Approach LOS C D B Intersec. delay 30. f Intersection LOS C HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp 8/2/2005 ibnon Kepon x'age 1 Ol 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02A}5 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVD./AVENIDA ENCINAS All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 f 1 2 0 Lane group L LR 7 R L 7 Volume (vph) 260 37 f203 227 64 870 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & RT 07 08 Timing G= 35.0 G = G = G = G= 25.0 G= 45.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 274 39 f266 81 67 9f6 Lane group cap. f002 486 1400 572 369 2333 v/c ratio 0.27 0.08 0.90 0.14 0.f8 0.39 Green ratio 0.29 0.29 0.38 0.38 0.2 f 0.63 Unif. delay d1 32.7 30.8 35.5 24.8 39. f fl2 Delay factor k 0.11 O.ff 0.43 0.11 O.ff O.ff Increm. delay d2 0.1 O.f 8.6 0.1 0.2 O.f PF factor 1.000 f.OOO 1.000 1.000 f.OOO f.OOO Control delay 32.9 30.9 44.1 24.9 39.3 fl3 Lane group LOS C C D C D B Apprch. delay 32.6 42.9 f3.2 Approach LOS C D B Intersec. delay 30.6 Intersection LOS C HCS2000^^ Copyright © 2000 University of Florida, All Rights Reserved file://C;\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp Version 4. le 8/2/2005 Jsnort Report rage 1 or i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVDJAVENIDA ENCINAS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 f f 2 0 Lane group L LR 7 R L 7 Volume (vph) 295 30 277 171 41 f845 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly 02 03 04 SB Only Thru & Rl 07 08 Timing G= 37.0 G = G = G = G = 42.0 G= 26.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 3ff 32 292 22 43 f942 Lane group cap. 1060 5f4 809 326 6f9 227f v/c ratio 0.29 0.06 0.36 0.07 0.07 0.86 Green ratio 0.31 0.31 0.22 0.22 0.35 0.6f Unif. delay d1 31.6 29.3 39.9 37.4 26.0 f9.2 Delay factor k 0.11 0.11 O.ff 0.11 O.ff 0.39 Increm. delay d2 0.2 0.1 0.3 0.1 0.0 3.4 PF factor 1.000 1.000 f.OOO 1.000 f.OOO f.OOO Control delay 31.7 29.3 40.2 37.5 26.0 22.6 Lane group LOS C C D D C C Apprch. delay 315 40.0 22.7 Approach LOS C D C Intersec. delay 25.9 Intersection LOS C IiCS2000^ Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents%20and%20Settings\SKabVLocal%20Settings\Temp\s2k52.tmp 8/2/2005 isnui I JN.epui L rage i ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVDJAVENIDA ENCINA. All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 1 1 2 0 Lane group L LR 7 R L 7 Volume (vph) 295 30 292 174 41 f859 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 fZO 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & R-07 08 Timing G= 37.0 G = G = G = G= 42.0 G= 26.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f20.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 311 32 307 25 43 f957 Lane group cap. 1060 514 809 326 6f9 227f v/c ratio 0.29 0.06 0.38 0.08 0.07 0.86 Green ratio 0.31 0.31 0.22 0.22 0.35 0.6f Unif. delay d1 31.6 29.3 40.1 37.4 26.0 f9.3 Delay factor k 0.11 0.11 0.11 0.11 O.ff 0.39 Increm. delay d2 0.2 0.1 0.3 0.1 0.0 3.7 PF factor 1.000 1.000 1.000 1.000 f.OOO f.OOO Control delay 31.7 29.3 40.4 37.5 26.0 23.0 Lane group LOS C C D D C C Apprch. delay 31.5 40.2 23. f Approach LOS C D C Intersec. delay 26.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k52.tmp Version 4. le 8/2/2005 iSiiui L iN-epui I SHORT REPORT General Information >ite Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 AM PEAK HOUR llntersection \rea Type Jurisdiction \na lysis Year C>!\f?LSB>AD BLVDJLA COSTA AVE. All otiier areas ENCINITAS YEAR 2030 WO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 f 1 2 0 Lane group L LR 7 R L 7 Volume (vph) 887 324 f98 346 500 f538 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 fZO 12.0 12.0 12.0 12.0 Parking/G rade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly 02 03 04 SB Only Thru & R" 07 08 Timing G= 55.0 G = G = G = G= 44.0 G= f6.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f30.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 934 34 f 208 206 526 f6f9 Lane group cap. 1454 705 459 868 599 f867 v/c ratio 0.64 0.48 0.45 0.24 0.88 0.87 Green ratio 0.42 0.42 O.f 2 0.58 0.34 0.50 Unif. delay d1 29.7 27.2 52.9 13.0 40.5 28.7 Delay factor k 0.22 0.11 0.11 0.11 0.40 0.40 Increm. delay d2 1.0 0.5 0.7 0.1 f4.0 4.6 PF factor 1.000 1.000 1.000 1.000 f.OOO f.OOO Control delay 30.7 27.7 53.6 13.2 54.5 33.3 Lane group LOS C C D B D C Apprch. delay 29.9 33.5 38.5 Approach LOS C C D Intersec. delay 35. f Intersection LOS D HCS2000^ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1e file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k7F.tmp 8/2/2005 anui I i\.epui L i ag^ JL 1 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 AM PEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVDJLA COSTA AVE. All other areas ENCINITAS YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 f f 2 0 Lane group L LR 7 R L 7 Volume (vph) 887 336 202 346 507 f54f % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 0 fO 5 150 Lane Width 12.0 f2.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & Rl 07 08 Timing G= 55.0 G = G = G = G= 44.0 G= f6.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f30.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 934 354 2f3 206 534 f622 Lane group cap. 1454 705 459 868 599 f867 v/c ratio 0.64 0.50 0.46 0.24 0.89 0.87 Green ratio 0.42 0.42 0.12 0.58 0.34 0.50 Unif. delay d1 29.7 27.5 53.0 13.0 40.7 28.7 Delay factor k 0.22 0.11 0.11 0.11 0.42 0.40 Increm. delay d2 1.0 0.6 0.7 0.1 f5.6 4.7 PF factor f.OOO 1.000 f.OOO 1.000 f.OOO f.OOO Control delay 30.7 28.0 53.8 13.2 56.3 33.4 Lane group LOS C C D B £ C Apprch. delay 30.0 33.8 39. f Approach LOS C C D Intersec. delay 35.5 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\SKab\Local%20Settings\Temp\s2k69.tmp Version 4. le 8/2/2005 anon Kepon rage i ui i SHORT REPORT General Information >ite Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PMPEAK HOUR llntersection \rea Type Jurisdiction Analysis Year CARLSBAD BLVDJLA COSTA AVE. All other areas ENCINITAS YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 f 1 2 0 Lane group L LR 7 R L 7 Volume (vph) 598 32 f 977 551 368 434 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 50 fO 5 150 Lane Width 12.0 fZO 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 SB Only Thru & Rl 07 08 Timing G= 30.0 G = G = G = G= 35.0 G = 50.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = f30.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 629 285 f028 422 387 457 Lane group cap. 793 385 f436 998 477 2584 v/c ratio 0.79 0.74 0.72 0.42 0.8f O.f 8 Green ratio 0.23 0.23 0.38 0.65 0.27 0.69 Unif. delay d1 47.1 46.4 34.0 10.8 44.4 70 Delay factor k 0.34 0.30 0.28 O.ff 0.35 O.ff Increm. delay d2 5.6 7.5 17 0.3 fO.2 0.0 PF factor 1.000 1.000 f.OOO f.OOO f.OOO f.OOO Control delay 52.6 53.8 35.7 11.1 54.6 70 Lane group LOS D D D B D A Apprch. delay 53.0 28.5 28.9 Approach LOS D C C Intersec. delay 35.6 Intersection LOS D HCS2000' Copyright © 2000 University of Florida, All Rights Reserved Version 4. le file://C;\Documents%20and%20Settings\SKab\LocaI%20Settings\Temp\s2k52.tmp 8/2/2005 anon is-epon rage i Ui i SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period USAI USAI 08/02/05 PMPEAK HOUR Intersection Area Type Jurisdiction Analysis Year CARLSBAD BLVD./LA COSTA AVE. All other areas ENCINITAS YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 2 0 0 0 2 1 f 2 0 Lane group L LR 7 R L 7 Volume (vph) 598 336 982 551 379 437 % Heavy veh 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume fO 10 50 fO 5 150 Lane Width 12.0 f2.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly 02 03 04 SB Only Thru & K\ 07 08 Timing G= 30.0 G = G = G = G= 35.0 G= 50.0 G = G = Timing Y= 5 Y = Y = Y = Y= 5 Y= 5 Y = Y = Duration of Analysis (hrs = 0.25 Cycle Length C = f30.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 629 301 1034 422 399 460 Lane group cap. 793 385 1436 998 477 2584 v/c ratio 0.79 0.78 0.72 0.42 0.84 O.fS Green ratio 0.23 0.23 0.38 0.65 0.27 0.69 Unif. delay d1 47.1 46.9 34.0 10.8 44.8 7.0 Delay factor k 0.34 0.33 0.28 0.11 0.37 0.11 Increm. delay d2 5.6 10.0 1.8 0.3 f2.3 0.0 PF factor 1.000 1.000 f.OOO 1.000 f.OOO 1.000 Control delay 52.6 57.0 35.8 11.1 57 f 7.1 Lane group LOS D E D B £ A Apprch. delay 54.0 28.7 30.3 Approach LOS D C C Intersec. delay 36.4 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved fiIe://C:\Documents%20and%20Settings\SKab\LocaI%20Settings\Temp\s2k52.tmp Version 4. le 8/2/2005