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Home My WebLink AboutCDP 08-13; Green Dragon Colonial Village; Traffic Impact Analysis; 2009-10-16Final Report: February 23,2009 <J£' TRAFFIC IMPACT ANALYSIS For THE GREEN DRAGON TAVERN Prepared for ESBENSEN & ASSOCIATES © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 4540 Kearny Villa Road, Suite 106 San Diego, CA 92123-1573 (858)560-4911 URBAN SYSTEMS ASSOCIATES, INC. PLANNING & TRAFFIC ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT MEMO ATTN:Doug Bilse, T.E. - City of Carlsbad Phone: V (760) 602-7504 FROM: Sam P. Kab, II "^A1""v ' TOTAL PAGES find. Cover): 1 t*f*"^ DATE: February 24, 2009 TIME7:56:20 AM JOB NUMBER: 001208 SUBJECT: Green Dragon Colonial Village: February 13, 2009 City Review Confidential Communications This transmittal is intended for the recipient named above. Unless otherwise expressly indicated, this entire communication is confidential and privileged information. If you are not the intended recipient, do not disclose, copy, distribute or use this information. If you received this transmission in error, please notify us immediately by telephone, at our expense and destroy the information. The traffic report for this project has been revised according to your marked-up corrections in the final report, dated February 12, 2009. This latest final report is dated February 23,2009, and includes the following revisions: Page ii, page iii, page iv; Revised page numbers. Page 7-6; The PAR/PDN Year 2030 LOS comparison table has been revised. Page 7-9. Table 7-2; This table has been revised as you requested, and as we discussed, to match the LOS in the RBF report for the Lego Hotel project. The intersection delay has not been matched, since RBF used the Traffix intersection LOS software while Urban Systems uses the HCM software (a non-proprietary program). However, the intersection delays are reasonably close, and the revised report clearly recommends a fair share contribution towards the added eastbound right turn only lane. Other minor changes occur on the following pages: Page 4-7; Intersection #3, NB right turn, SB through. Page 5-3; Intersection #3, SB through. Page 6-8; Intersection #3, SB through. Page 7-8; Intersection #3, SB through. Appendix A; 3-P (existing + project). Appendix B; 3-P, 2010, WP. Appendix C; All worksheets for intersections #1, #2, #3, and #4. Please contact me if you have any questions or need additional information. 1 001208-022309-memo-spk-L.doc 4540 Kearny Villa Road, Suite 106 • San Diego, CA 92123 • (858) 560-4911 • Fax (858) 560-973" The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 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 OTHER PROJECTS PLUS PROJECT (Year 2010) 6-1 7.0 YEAR 2030 PLUSA PROJECT CONDITIONS 7-1 8.0 CONCLUSIONS AND RECOMMENDATIONS 8-1 9.0 REFERENCES 9-1 10.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS 10-1 APPENDICES A. Existing Conditions Worksheets B. Existing Plus Project Conditions Levels of Service Worksheets C. Other Projects Plus Project (Year 2010) D. Year 2030 Conditions Intersection Levels of Service Worksheets 001208 ii 001208-Report C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 LIST OF FIGURES Number Page 1-1 Project Location Map 1-2 1-2 Project Intersection Key 1-3 3-1 Existing Roadway Classifications 3-2 3-2 Existing Intersection Lane Configurations 3-3 3-3 Existing Average Daily Traffic 3-4 3-4 Existing AM/PM Peak Hour Traffic 3-7 4-1 Project Site Plan 4-2 4-2 Project Directional Distribution Percentages 4-4 4-3 Project Only Average Daily Traffic 4-6 4-4 Project Only AM/PM Peak Hour Traffic 4-7 5-1 Existing Plus Project Average Daily Traffic 5-2 5-2 Existing Plus Project AM/PM Peak Hour Traffic 5-3 6-1 Other Projects Only (Year 2010) Average Daily Traffic 6-3 6-2 Existing Plus Project Plus Other Projects (Year 2010) Average Daily Traffic 6-4 6-3 Year 2010 Without Project AM / PM Peak Hour Traffic 6-7 6-4 Year 2010 With Project AM / PM Peak Hour Traffic 6-8 7-1 Year 2030 Without Project Average Daily Traffic 7-2 7-2 Year 2030 With Project Average Daily Traffic 7-3 7-3 Year 2030 Without Project AM/PM Peak Hour Traffic 7-6 l-\ Year 2030 With Project AM/PM Peak Hour Traffic 7-7 00720* iii 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 LIST OF TABLES Number Page 3-1 Existing Street Segment Level of Service Summary 3-5 3-2 Existing Intersection Level of Service Summary 3-8 4-1 Project Trip Generation 4-3 5-1 Existing Plus Project Street Segment Level of Service Summary 5-4 5-2 Existing Plus Project Intersection Level of Service Summary 5-5 6-1 Other Projects Plus Project (Year 2010) Street Segment Level of Service Summary 6-5 6-2 Other Projects Plus Project (Year 2010) With/Wiithout Project Intersection Levels of Service & Significant Traffic Impact Measure 6-9 7-1 Year 2030 With Project Street Segment Level of Service Summary 7-4 7-2 Year 2030 With/Without Project Intersection Levels of Service & Significant Traffic Impact Measure.. 7-8 7-3 ILV/HR Comparison 7-10 001208 iv 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 1.0 INTRODUCTION Urban Systems Associates, Inc. (USAI) was retained to evaluate possible traffic impacts from the Green Dragon Tavern Project in the City of Carlsbad. Figure 1-1 shows the project location. Figure 1-2 shows the project study area intersections. The project consists of renovating an existing structure and constructing a restaurant and museum featuring Revolutionary War documents and history. hi order to evaluate possible project traffic impacts, Existing, Existing Plus Project, Other Projects Plus Project (year 2010), and Year 2030 Conditions were evaluated. Year 2010 and year 2030 traffic volumes were estimated using the San Diego Area of Governments (SANDAG) Combined North County Transportation Model, Carlsbad Sub-area, for year 2010 and 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 Other Projects Plus Project (Year 2010) Conditions 7.0 Year 2030 Conditions 8.0 Conclusions and Recommendations 001208 1-1 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 FIGURE 1-1 Project Location Map (N) NO SCALE I 001208 1-2 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 FIGURE 1-2 Project Intersection Key N NO SCALE 001208 1-3 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 2.0 EVALUATION METHODOLOGY 2.1 REGIONAL CONGESTION MANAGEMENT PROGRAM (CMP) 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 hi accordance with requirements of the Regional CMP. However, this project would generate only 1,305 average daily trips, 95 AM and 172 PM peak hour trips, so that a CMP analysis is not required. 2.2 CITY OF CARLSBAD GROWTH MANAGEMENT PROGRAM 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 Near Term (Year 2010) and Year 2030 conditions were 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. 001208 2-1 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 2.4 INTERSECTION LEVEL OF SERVICE LOS PROCEDURES To determine Existing, and Existing Plus Project intersection peak hour Levels of Service (LOS), the Intersection Capacity Utilization (ICU) method was used. That method was used for the existing conditions evaluation in the latest (Year 2007) City of Carlsbad Growth Management Program Traffic Monitoring Report and is used hi the City of Carlsbad Growth Management Program. The near term cumulative (Year 2010) and year 2030 intersection peak hour levels of service were evaluated using Highway Capacity Manual computer software methodology. 2.5 DETERMINATION OF SIGNIFICANT IMPACTS At roadway segments, the threshold of significance is an allowable increase in volume to capacity ratio during the peak hours so that a level of service "D" is not exceeded as included hi the City of Carlsbad Growth Management Program Circulation Performance Standards. At intersections, a level of service "D" is acceptable during peak hours, and no significant impact occurs if LOS "D" is maintained, per the City of Carlsbad Growth Management Program Circulation Performance Standards. If an intersection is at LOS "E" or "F" then the project has a significant impact if the ICU value increases by more than two percent (0.02) or, when using HCM methods, the average delay increases by more than two seconds with project traffic added. 001208 2-2 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 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 street classifications. Figure 3-2 shows lane configurations for intersections within the study area. Figure 3-3 shows existing average daily traffic volumes on street segments of Palomar Airport Road and Paseo del Norte within the study area. These volumes were taken from recent traffic counts conducted for the City of Carlsbad's 2007 Traffic Monitoring Program. Table 3-1 includes existing street segment levels of service based on the highest peak hour flow per lane, taken from intersection peak hour traffic counts, and a per lane capacity of 1,800 VPHPL. As shown, all street segments of Palomar Airport Road and Paseo del Norte currently operate acceptably. 001208 3-1 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 „,..«« LEGEND = 6-Lane Primary Arterial = 4-Lane Secondary Arterial = 2-Way Left Turn Lane Adjacent to Project Driveways FIGURE 3-1 Existing Roadway Classifications N NO SCALE 001208 3-2 001208-Report_C. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 Palomar Airport Road at 1-5 Southbound Ramps Palomar Airport Road at 1-5 Northbound Ramps 'alornar Avrport RcL Palomar Airport Road at Paseo del Norte © Palomar Airport Rd. II Airport Rd,Future N Driveway Two-Way Left Turn Lane tt Palomar Airport Road at Armada Drive Palomar Airport Road at College Boulevard Paseo del Norte at North Project Driveway LEGEND © = Existing Traffic Signal U S Drvvewanj Two-Way Left Turn Lane tt Paseo del Norte atSouth Project Driveway FIGURE 3-2 Existing Intersection Lane Configurations 001208 3-3 001208-Report C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 SOURCE XX,XXXCT = Caltrans, 2007 XX,XXX = Carlsbad Growth Management Plan, 2007 Traffic Monitoring Report XX,XXX = Southland Car Counters, per Carlsbad Paseo Traffic Report (Counts in September 2006) Vis\J NO SCALE FIGURE 3-3 Existing Average Daily Traffic 001208 3-4 0012Q8-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 3-1 Existing Street Segment Level of Service Summary Segment Class.#Lanes VPHPL (1)V/C (2)LOS Palomar Airport Road 1-5 Northbound Ramps - Paseo Del Norte AM Westbound AM Eastbound PM Westbound PM Eastbound Paseo Del Norte — Armada Dr. AM Westbound AM Eastbound PM Westbound PM Eastbound Armada Dr. - College Blvd. AM Westbound AM Eastbound PM Westbound PM Eastbound Paseo Del Norte Car Country Dr. - Palomar Airport Rd. AM Northbound AM Southbound PM Northbound PM Southbound Palomar Airport Rd. - Camino Del Parque AM Northbound AM Southbound PM Northbound PM Southbound 6 -PA ._ —_ — 6-PA — — — — 6-PA — — — — 4-SA -- — — — 4-SA — — — — _ 4 3 4 3 — 3 3 3 3 — 3 3 3 3 _ 2 2 2 2 — 2 2 2 2 _ 252 904 698 587 — 329 835 896 535 — 385 767 740 584 _. 245 127 365 338 —193 130 232 300 _ 0.14 0.50 0.39 0.33 — 0.18 0.46 0.50 0.30 — 0.21 0.43 0.41 0.32 ._ 0.14 0.07 0.20 0.19 — 0.11 0.07 0.13 0.17 _. A A A A — A A A A ~- A A A A ___ A A A A_ A A A A Notes; (1) (2) Vehicles per hour per lane. Segment peak hour volumes are taken from Figure 3-4, then divided by the number of lanes in each direction. Divide VPHPL by 1,800 VPHPL Capacity. 3.2 INTERSECTIONS 001208 3-5 001208-Report_C. doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 Figure 3-4 shows existing AM and PM peak hour traffic volumes at the study area intersections. These volumes were taken from the City of Carlsbad Year 2007 Traffic Monitoring Program. 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 The Regional Congestion Management Program Guidelines and SANTEC Guidelines recommend evaluating freeway main-lanes for possible project impacts when the project will add 50 or more peak hour trips to the freeway main-lanes in one direction. This project would add fewer than 50 peak hour trips, only 21 peak hour trips hi one direction, to Interstate 5, so that project impacts to 1-5 are considered less than significant. Appendix A includes existing conditions traffic counts and levels of service worksheets. 001208 3-6 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 © *c> N° cJv,Y ***/ '-t s>^ ^ 457/769 » A 81/250-^ % IP*v <<?/ <$/^. 7 C*38/1196 f « 483/919 Palomar Airport RtL \<s^<A IA Palomar Airport Road at 1-5 Southbound Ramps ©0 » «o o ^t aCM I/) CM "tt 00 00 O) £™~ -* 1 XIV c 175/125-^ 2178/1276 > 93/100-- ^_ ^*- 194/99 < 890/1925 ^—41/190 J'alom.a.r Airport Rd. *\\rK> en JT oo *- Z*"co Is* Palomar Airport Road atArmada Drive SOURCE City of Carlsbad Growth Management Plan 2007 Traffic Monitoring Program November 26, 2007 ® V\°\ \° \T5 W\«^ ^—455/1053 \* < 554/1737 Patomar Airport fid. Jt^ 73/243—-^ /^ 1 1338/1093 + /<? <v /**" J& ^O Qj r^* \ fr?>|t> ^ ^ /v v^ Palomar Airport Road at 1-5 Northbound Ramps ®CM « 3.- -r- CC| ° CM K5 — -^ 1 V ^ 560/131-"^ 1530/1228 » 111/358-^ ^_ ^- 78/88 < 848/1568 ^— 157/234 ^falomar Airport Rd. "** CM O 1*^ CM 1^<" O <n— in CM Palomar Airport Road at College Boulevard (7) - .V " / O) -iSv y »rt t.\ | ro -"~ -Bi_s 1 /"itture S" Driveway CO to into CM Paseo del Norte at South Project Driveway ©*— 00 ^ CM ttCM •*— "\ ° O> O CM « f I *i ^ ^ 1 1^ § >V 249/344—^ 2243/1201—*. -131/1/6 *^^^^ w^ ^*- 1 60/285 < 665/2125 ^•- 79/279 F J'alomixr Airport Rd. co r; •*o ° m CM ^ — CD ra K5 Palomar Airport Road at Paseo del Norte /"T\ CO 00 £CO ^ 7 •§ c * ! Future N Driveway t CO K> If) (O CM Paseo del Norte at North Project Driveway j ,JL*. \5/ HO SCALE 1 FIGURE 3-4 Existing AM / PM Peak Hour Traffic 001208 3-7 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 3-2 Existing Intersection Levels of Service Intersection Palomar Airport Road /1-5 SB Ramps AM Peak Hour ICU 0.49 LOS PM Peak Hour ICU 0.50 LOS Palomar Airport Road /1-5 NB Ramps 0.70 B 0.75 Palomar Airport Road / Paseo del Norte 0.60 0.72 Palomar Airport Road / Armada Drive 0.53 0.66 B Palomar Airport Road / College Boulevard 0.62 B 0.70 B Paseo Del Norte / North Driveway® Paseo Del Norte / South Driveway® ® = Driveways Not in Use Under Existing Conditions. Source City of Carlsbad Year 2007 Traffic Monitoring Program Signalized Locations LOS A B C D E F ICU 0.00 - 0.60 0.61 - 0.70 0.71 - 0.80 0.81 - 0.90 0.91 - 1.00 Over 1.00 001208 3-8 001208-Report C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 4.0 THE PROJECT 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 Green Dragon Tavern Project. As shown in this table, the expected additional average daily traffic (ADT) volume is 1,305 ADT, with 95 vehicles per hour in the AM peak hour (80 VPH inbound, 15 VPH outbound) and 172 vehicles per hour hi the PM peak hour (68 VPH inbound, 104 VPH outbound). The existing structure previously was used as Hadley's retail store. The previous use trip generation is also shown, and the net new project trips are also shown. However, for purposes of this analysis the full project trip generation was used and added to existing and future conditions. 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 patterns of traffic using the adjacent intersections, and adjusted based on engineering judgment 001208 4-1 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 * * i. j_-ij-. Site Plan Provided By: Esbensen & Associates Architecture & Planning FIGURE 4-1 Project Site Plan 001208 4-2 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 4-1 Project Trip Generation Project Only Trip Generation Previous Use in Existing Structure AM Peak Hour PM Peak Hour in Rate ADT % I # I In/Out In Out % #In/Out In Out 5:5 37 3720,520 S.F. 40/KSF 3 25 6 : 4 15 10 9 74 Project Minus Existing Uses Net New Project Trips Legends: KSF= 1,000 Square Feet ADT = Average Daily Traffic Source: Trip Rate percentages and in/out split ratios used for the Restaurant/Tavern use and the Museum/Book Store use are from SANDAG vehicular Traffic Generation Rates fin- the San Diego Region, April 2002, for a Quality Restaurant and for a Specialty Retail/Strip Commercial uses, respectively. See Appendix B for SANDAG trip rates. Meeting Rooms peak hour volumes are based on one half of ADT arriving in the AM and then departing in the PM peak hour. 001208 4-3 OOJ208-Report_C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 FIGURE 4-2 Project Directional Distribution Percentages 001208 4-4 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 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. These volumes have not been reduced by subtracting out trips from the existing previous use. The total trip generation of the new project was evaluated for traffic impacts as a conservative (i.e. the maximum traffic expected) analysis. 001208 4-5 001208-Report C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 FIGURE 4-3 vv NO SCALE Project Only Daily Traffic 001208 4-6 001208-Report_C. doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 ©^y / «,/ 3/21 \f SV •* 2/10 /-^ Palomar Airport Rd. 8/7 - A A, \ \ Palomar Airport Road at1-5 Southbound Ramps (A) ^ 8 S DO -5 J \ 2/10—^ 3/21 *- ^Palomar Airport Rd. Palomar Airport Road at Armada Drive (T) Yi V*\S. \L ^-3/21 V * 5/31 Pa,lomar Airport Rd. ^^ 24/21 y^ _/•*• $ £ /$ /J Palomar Airport Road at 1-5 Northbound Ramps ®| 5 K, 1 i 2/10 > 10/7 ^Palamar Airport Rd. \ Palomar Airport Road at College Boulevard ©to s | South Driveway 7/46*^ •* -* Paseo del Norte at South Project Driveway ® 0) r^ ,0 00 -oJCO 8 40/35-*. ,,». 24/20 ^Palomar Airport Rd. ^l J^ 01 O -7LO •- ^/ 00 CN ^ Palomar Airport Road at Paseo del Norte (?)V — X CD 00 >;CM CM g ^^ •s -'I 1North Drivewwy a/47 • 1/5 ....4 Paseo del Norte at North Project Driveway iNO SCALE FIGURE 4-4 Project Only AM / PM Peak Hour Traffic 001208 4-7 001208-Report_C. doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 5.0 EXISTING PLUS PROJECT CONDITIONS 5.1 STREET SEGMENTS Figure 5-1 shows project only average daily traffic volumes added to existing volumes along Palomar Airport Road and Paseo del Norte. 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 summarizes 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 of Palomar Airport Road and Paseo del Norte for this condition are considered less than significant. No change in roadway segments are needed. 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. 001208 5-1 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 FIGURE 5-1 Existing + Project Average Daily Traffic (N) NO SCALE 001208 5-2 001208-Report_C. doc The Green Dragon Tavern Esbemen & Associates Urban Systems Associates, Inc. February 23, 2009 (T) \^ '241/1217 •485/929 Airport Rd. Palomar Airport Road at 1-5 Southbound Ramps ©. . *O O ^ SCXI LO CX| "ti \\\ g ^>- 194/99to oo 01 £"0 - ** C < 908/1938 I ^-41/190 F , J'alom.tir Airport Rd. ^ 4 «•177/135— ' X >^ 2181/1299 »» 93/100—^ 15 5 *>CM \ y*1 \ K> J> 00 - I*to Palomar Airport Road at Armada Drive © \ °* \0 \* \^ ^—458/1074 >T -^—559/1798 Palomar Airport Rd. }£^ 73/243 /^ 1362/1 114 - •-•-•• /? rv /^ /$" i>^ X 'S* cP ^ ^Palomar Airport Road at 1-5 Northbound Ramps ®in ro .£ i— *— oq T— CM l~O ^ 7 " °° " f "v 561/136—^ 1332/1238- »> 1 12/363-^. ^— 78/88 •* 858/1575 ^— 157/234 •J-'a.lomar Airport Rd. \ t f ^t CsJ O ,- <N IN.O o cn OJ U") CN Palomar Airport Road at College Boulevard f 7 ) CO ^t OCM \ S! \ 01 „ J\ S South Driveway 7/46--'"" 1 /5 "v- ^ ^t•<t o"\ CXI cn CD CN Paseo del Norte at South Project Driveway ( 3 ) i— x— lO *OO LO Csl "^CN| T- ""\ O cn oo CM ^|\ LO -^- "» "•5 a. 249/344 2243/1201 171/211^. ^*- 160/285 -< 683/2125 — • 103/299 ^Palomar Airport Rd. o *~ LOCD "^ 00CN r; <-^^r>tx CO -<t Palomar Airport Road at Paseo del Norte ®(0 CM -S CM \ S •* CM "r-O CM -y J, 1ft, North Driveway 8/47-^ 1/5-v X t \ «> XCM CM Paseo del Norte at North Project Driveway I lyNy NO SCALE t FIGURE 5-2 Existing + Project AM / PM Peak Hour Traffic 001208 5-3 001208-ReportjC. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 5-1 Existing + Project Street Segment Level of Service Summary Segment Class.#Lanes VPHPL (1)V/C (2)LOS Palomar Airport Rd. 1-5 Northbound Ramps - Paseo del Norte AM Westbound AM Eastbound PM Westbound PM Eastbound Paseo Del Norte - Armada Dr. AM Westbound AM Eastbound PM Westbound PM Eastbound Armada Dr. - College Blvd. AM Westbound AM Eastbound PM Westbound PM Eastbound Paseo del Norte Car Country Dr. - Palomar Airport Rd. AM Northbound AM Southbound PM Northbound PM Southbound Palomar Airport Rd. - Camino Del Parque AM Northbound AM Southbound PM Northbound PM Southbound 6- PA — — — — 6-PA — — — — 6-PA — — — — 4-SA — — — — 4-SA1 _. — — — 4 3 4 3 — 3 3 3 3 -- 3 3 3 3 2 2 2 2_ 2 2 2 2 254 917 711 598 — 337 836 903 546 ._ 391 768 745 592 246 131 370 339 — 200 166 278 328 0.14 0.51 0.40 0.33 — 0.19 0.46 0.50 0.30 — 0.22 0.43 0.41 0.33 0.14 0.07 0.21 0.19 — 0.11 0.09 0.15 0.18 A A A A — A A A A — A A A A A A A A — A A A A Notes: (1) Vehicles per hour per lane. Segment peak hour volumes are taken from Figure 5-2, then divided by the number of lanes in each direction. (2) Divide VPHPL by 1,800 VPHPL Capacity. 001208 5-4 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 5-2 Existing + Project Intersection Levels of Service , .v.-.-" .-• .,.„.: .i\v>:~;^'>N»Et* .5»"- '«.-.w.*.iJ* Palomar Airport Road / 1-5 SB Ramps Palomar Airport Road / 1-5 MB Ramps Palomar Airport Road / Paseo del Norte Palomar Airport Road / Armada Drive Palomar Airport Road / College Boulevard Paseo del Norte / North Driveway Paseo del Norte / South Driveway AM Peak Hour ICU LOS . 0.49 0.72 0.61 0.53 0.63 0.08 0.08 A C B A B A A PM Peak Hour ICU 0.50 0.75 0.73 0.67 0.70 0.15 0.15 LOS A C C B B A A CD = Stop Sign Facing Outbound Traffic. NOTE: PROJECT IMPACT WILL BE SIGNIFICANT ONLY IF LOS IS "E" OR "F" AND THE CHANGE IN ICU WITH THE PROJECT TRAFFIC ADDED IS GREATER THAN 2% (0.02). LOS A B C D E F ICU 0.60 0.70 0.80 0.90 LOO 1.00 001208 5-5 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 As shown in this table, all intersections operate at the same level of service with or without project traffic added, and all study area intersections are expected to operate acceptably at LOS "D" or better so that no intersection mitigation would be needed, beyond existing conditions. 53 INTERSTATE 5 The SANTEC/ITE threshold for a freeway mam-lane significant project impact is an increase hi volume to capacity (v/c) ratio of more than one percent. The project's traffic contribution to 1-5 will be only five peak hour trips per lane. At 2,350 VPHPL capacity, the five peak hour trips are only two tenths of one percent (0.2%) of a lane capacity. Therefore, the project's impacts to Interstate 5 are considered less than significant. Appendix B includes Existing Plus Project intersection levels of service worksheets. 001208 5-6 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 6.0 OTHER PROJECTS PLUS PROJECT (YEAR 2010) The traffic study for a recently approved project on Paseo del Norte, the Carlsbad Paseo, was used as the basis for near term cumulative traffic volumes. Within that report a list of approved and pending projects was compiled and compared with the SANDAG combined North County model year 2010 traffic forecast. It was verified that the SANDAG model is consistent with traffic generated by the approved and pending projects hi the vicinity of the proposed project. The increases over existing volumes are sufficient to account for the recently submitted for review Legoland Hotel project. Excerpts from the Carlsbad Paseo that include the approved and pending projects list are included hi Appendix C. 6.1 STREET SEGMENTS Figure 6-1 shows near term cumulative (Year 2010) average daily traffic volumes, without project traffic. Figure 6-2 shows near term cumulative (Year 2010) average daily traffic volumes, with project traffic. Table 6-1 summarizes street segment levels of service using the peak hour flow per lane on each segment between intersections. 001208 6-1 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 As shown in this table, all segments evaluated would operate acceptably at LOS "A", when LOS "D" or better is acceptable with project traffic included. Project direct impacts to street segments for this condition are considered less than significant, so that no roadway segment mitigation would be needed. 001208 6-2 001208-ReportC.doc The Green Dragon Tavern Es bens en & Associates Urban Systems Associates, Inc. February 23, 2009 ^45,157 22,351 62.950 SOURCE: Traffic Study for Carlsbad Paseo, Darnell & Associates Revised March 14, 2008 Figure 10 (Sandag / CNCM Year 2010), Plus Legoland Hotel. N NO SCALE FIGURE 6-1 Other Projects Only (Year 2010) Average Daily Traffic 001208 6-3 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 [Nj NO SCALE FIGURE 6-2 Existing Plus Project Plus Other Projects (Year 2010) Average Daily Traffic 001208 6-4 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 6-1 Other Projects Plus Project (Year 2010) Street Segment Level of Service Summary Segment Class.# Lanes VPHPL(l)V/C (2) Palomar Airport Road 1-5 Northbound Ramps — Paseo del Norte AM Westbound AMEastbound PM Westbound PM Eastbound Paseo del Norte — Armada Dr. AM Westbound AM Eastbound PM Westbound PM Eastbound Armada Dr. - College Blvd. AM Westbound AMEastbound PM Westbound PM Eastbound Paseo del Norte Car Country Dr. - Palomar Airport Rd. AM Northbound AM Southbound PM Northbound PM Southbound Palomar Airport Rd. - Camino del Norte AM Northbound AM Southbound PM Northbound PM Southbound 6-PA — — — — 6-PA — — — — 6-PA — _. —._ 4-SA -- — — — 4-SA1 — — — — 4 3 4 3 —4 3 4 3_ 3 3 3 3 _ 2 2 2 2__ 2 2 2 2 350 1253 879 706 — 344 1118 864 649 — 448 1015 1076 639 _ 486 266 564 514 ~- 314 292 456 465 0.19 0.70 0.49 0.39 — 0.19 0.62 0.48 0.36 -- 0.25 0.56 0.60 0.36 _ 0.27 0.15 0.31 0.29 -- 0.17 0.16 0.25 0.26 LOS A A A A — A A A A -- A A A A _ A A A A -~ A A A A Notes; (1) Vehicles per hour per lane. Segment peak hour volumes are taken from Figure 6-4, then divided by the number of lanes in each direction. (2) Divide VPHPL by 1,800 VPHPL Capacity. 001208 6-5 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 Figure 6-3 shows AM and PM peak hour traffic volumes for near term cumulative conditions including the existing plus other approved or pending projects. Figure 6-4 shows existing plus other projects' peak hour traffic volumes with project traffic added. Table 6-2 summarizes intersection levels of service for near term cumulative conditions with project trips in the AM and PM peak hour volumes at intersections within the study area. As shown hi this table, all study area intersections are expected to operate at levels of service better than LOS "D"when LOS "D" or better is acceptable, so that no intersection mitigation would be needed beyond existing conditions. The westbound approach at the Palomar Airport Road / Paseo del Norte intersection is assumed to be widened by a City T.I.F project to four through and a separate right turn only lane in year 2010. 63 INTERSTATE 5 The SANTEC/ITE threshold for a freeway mam-lane significant project impact is an increase hi volume to capacity (v/c) ratio of more than one percent. The project's traffic contribution to 1-5 will be only five peak hour trips per lane. At 2,350 VPHPL capacity, the three peak hour trips are only two tenths of one percent (0.2%) of main-lane capacity. Therefore, the project's impacts to Interstate 5 are considered less than significant. Appendix C includes intersection levels of service worksheets for this condition. 001208 6-6 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 © 0 CN jT/*V o» & f ^^ &//~^ "*"^/ *>/ ^"-303/1364 L </ ^ 880/1410 /-^f Polomor Airport Rd. 1080/1070 *»\ 140/430-v 1\ " A ?V <l^L -*\ Palomar Airport Road at1-5 Southbound Ramps ©o ts- •/ 10 O CM O — 8 W\rO CM •« Ik10 \\ | ^-* 140/65to O O C- CM <o | ^ ! 1 42/3006 III —45/145 . .Potomor Airport fid. 295/190-^ X t X 2963/1615 > 1 I 1 90/1 10-^ g S S^« - \ \~ \ 0 0m ^- <N Palomar Airport Road atArmada Drive Q) \v ^k . v=\ij ^ ^i ^"-440/880 \* -^ 953/2584 Palomar Avrport Rd. J^ 100/310-^ //• \ 4 2050/1 350 » Aa Q f*/S*' /? /3& fl *V A^ /^ -^ Palomar Airport Road at1-5 Northbound Ramps (T)V°y o m K) 3^ — -^ O ^~ 'O ^in ^r *- O O ro v<J) O) Cv| S CM "* - 0 J \ V /• 795/215-^ 1898/1545 > 70/335-^ ^•-65/128 -* 772/2586 ^- 65/308 •J'a.loma.T Avrport Rd. O in CMro CM r^ m o to ID CO CMrg to Palomar Airport Road atCollege Boulevard (?) „ „ V V7 °o t^-^^ oo S O Cs) «o o in *** South Driveway 0/0-^ 0/0*. ^^ Mo 01 O <|0 to <o Paseo del Norte at South Project Driveway ® i — U> ^ ft) •^ CM »O T rO CM 00 -^m ^t CM ^» »- •»- CM » f 400/452-S 3020/1390 » 240/260*. ^_ ^- 292/396 •* 930/2680 ^- 130/360 J'alomar Airport Rd. O en ol^ to oo>o CM ^~ o *> o^ o oro CM ^ Palomar Airport Road atPaseo del Norte (e) % iv_y oo ^\ ^ o m -B I! 0 * \ 1 North Driveway 0/0—^ 0/0*.^tO O) 0 \ K)i — Paseo del Norte atNorth Project Driveway i ^ NO SCALE 1 FIGURE 6-3 Year 2010 Without Project AM / PM Peak Hour Traffic 001208 6-7 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 CO \ 306/1385 882/1420 Airport Rd. Palomar Airport Road at 1-5 Southbound Ramps (T) ^ ^ CM o T- e ^>"X | ^— • 140/65N- O O £- ™ <o $, -- • - 1 160/3019 ^45/145IF . .Paiomar Airport Rd. 297/200-^ ! X ff 2966/1636 90/110-s, £ % °» - \\\ 0 0m «- IN Palomar Airport Road at Armada Drive ©v-X \^^Vs XrO W ^> ^-443/901 V' -,* 958/2615 Palomar Airport fid. lt~x 100/310—^ //• 4 2074/1371 •--. ••••-/<$ 0 \/X*' /$ ^S^ /^ ^y <^\ f ^D f^3 /S v Palomar Airport Road at 1-5 Northbound Ramps ( 5 ) ^ 10 ^ ^\ \ \ c*•^~ O ro <D CN -* ^- ° J\\ V 796/220-^ 1900/1355 » 71/340««^ 65/128 •*~ 782/2593 -- 65/308 ^Palomar Airport Rd. Mr rO LO CMrO CM P^> en O t£) (D CO CM Palomar Airport Road at College Boulevard (7) 5 .v y 01 j,CO DO 0CM \ fe K) ^~ ^to m o ^/ 5 ^ | HH South Dri.ve'wa.y 7/46 - ' 1 /5 *^vH ^ t <s -^ CO r- Paseo del Norte at South Project Driveway ©v y ^t rO LO tf CNj K) "^ ro o CD fe; Ul LO CM ^, >!Vl jjj! 400/452 5020/1390 » 280/281^. ^>- 292/396 < 950/2680 :-•= 154/380 ^Palomar Airport Rd. ^trCM en ^ oT u^ ^,_ o o ro CM ^~ Palomar Airport Road at Paseo del Norte ® = !^ — / en en *• CM \ ^ io in ^ 0<U If 1 §a. North Driveway 8/47 1/5^--^t •^f LOX. t-O-j- CO oCM10 Paseo del Norte at North Project Driveway 1 (^)NO SCALE 1 FIGURE 6-4 Year 2010 With Project AM / PM Peak Hour Traffic 001208 6-8 001208-Report_C. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 6-2 Other Projects Plus Project (Year 2010) With / Without Project Intersection Levels of Service & Significant Traffic Impact Measure AM Peak Hour Without DELAY LOS With DELAY LOS PM Peak Hour Without DELAY LOS With DELAY LOS Significant? AM PM Palomar Airport Road / 1-5 SB Ramps Palomar Airport Road / 1-5 NB Ramps Palomar Airport Road / Paseo del Norte Palomar Airport Road / Armada Drive Palomar Airport Road / College Boulevard Paseo del Norte / North Driveway® Paseo del Norte / South Driveway® 12.2 46.6 46.7 39.5 49.4 — — B D D D D — — 12.3 49.6 51.5 39.7 49.6 11.8 16.9 B D D D D B C 14.1 26.3 44.1 42.5 47.4 — — B C D D D — — 14.3 28.2 45.1 43.6 47.7 18.3 17.6 B C D D D C C N N N N N N N N N N N N N N ® = Stop Sign Control - Facing Eastbound. Delay and LOS is for Eastbound driveway traffic. (Y) = Significant, (N) = Not Significant, Delay = Seconds of Average Delay. NOTE: PROJECT IMPACT WILL BE SIGNIFICANT ONLY IF LOS IS "E" OR "F' AND THE CHANGE IN DELAY WITH THE PROJECT TRAFFIC ADDED IS GREATER THAN 2.0 SECONDS. Signalized Locations LOS A B C D E F Delay 0.00-10.0 10.0-20.0 20.1-35.0 35.1-55.0 55.1-80.0 Over-80.0 Source: 2000 Highway Capacity 001208 6-9 001208-Report_C. doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 7.0 YEAR 2030 PLUS PROJECT CONDITIONS Year 2030 traffic volumes were based on the SANDAG Series 10 Combined North County traffic model. This project is consistent with the land use assumptions of that study. A recently submitted project, the Legoland Hotel, includes year 2030 peak hour volumes that were included in this report. 7.1 STREET SEGMENTS Figure 7-1 shows Year 2030 average daily traffic volumes without project traffic. Figure 7-2 Year 2030 average daily traffic volumes with project traffic. Table 7-1 summarizes street segment levels of service using the peak hour flow per lane on each segment between intersections. As shown hi this table, all segments evaluated would operate acceptably at LOS "A", when LOS "D" or better is acceptable with project traffic included. Project direct impacts to street segments for this condition are considered less than significant, and no roadway segment mitigation would be needed. 001208 7-1 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 SOURCE: Figure 7-2 minus Figure 4-3 FIGURE 7-1 Year 2030 Without Project Average Daily Traffic 001208 7-2 001208-ReportjC. doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 SOURCE: Traffic Study for Carlsbad Paseo, Darnell & Associates Revised March 14, 2008 Figure 13 (Sandag / CNCM Year 2030), Adjusted for Project. NO SCALE FIGURE 7-2 Year 2030 With Project Average Daily Traffic 001208 7-3 001208-ReportC. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 7-1 Year 2030 With Project Street Segment Level of Service Summary Segment Class.#Lanes VPHPL (1)V/C (2)LOS Palomar Airport Road 1-5 Northbound Ramps — Paseo del Norte AM Westbound AMEastbound PM Westbound PM Eastbound Paseo del Norte - Armada Dr. AM Westbound AMEastbound PM Westbound PM Eastbound Armada Dr. - College Blvd. AM Westbound AM Eastbound PM Westbound PM Eastbound Paseo del Norte Car Country Dr. — Palomar Airport Rd. AM Northbound AM Southbound PM Northbound PM Southbound Palomar Airport Rd. — Camino del Parque AM Northbound AM Southbound PM Northbound PM Southbound 6-PA — — — — 6-PA — — —_. 6-PA —_. ._ — 4-SA — — — — 4-SA1 — — — — 4 3 4 3 — 4 3 4 3 — 3 3 3 3 2 2 2 2 -- 2 2 2 2 367 1,048 822 768 — 338 959 802 587 -- 538 863 897 616 419 211 554 475 -- 392 217 409 633 0.20 0.58 0.46 0.43 — 0.19 0.53 0.45 0.33 -- 0.30 0.48 0.50 0.34 0.23 0.12 0.31 0.26 — 0.22 0.12 0.23 0.35 A A A A — A A A A — A A A A _ A A A A — A A A A Notes: (1) Vehicles per hour per lane. Segment peak hour volumes are taken from Figure 7-4, then divided by the number of lanes in each direction. (2) Divide VPHPL by 1,800 VPHPL Capacity. 001208 7-4 001208-Report_C. doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 7.2 INTERSECTIONS Figure 7-3 shows Year 2030 AM and PM peak hour volumes without project traffic volumes. These volumes are consistent with the City of Carlsbad T.I.F year 2030 evaluation volumes and the volumes used in the traffic study for the recently submitted Legoland Hotel project. Figure 7-4 shows project AM and PM peak hour volumes included in Year 2030 peak hour volumes at study area intersections. Table 7-2 summarizes intersection levels of service with other project traffic included in the 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 at levels of service "D" or better when LOS "D" or better is acceptable, except at one location, so that no intersection mitigation would be needed, except at that location. The intersection at Palomar Airport Road/Paseo del Norte is forecast to operate at LOS "E" during the AM and PM peak hours hi year 2030, without and with the proposed project. The expected increase in average vehicle delay is more than 2.0 seconds in the AM peak hour, which is over the significant impact threshold, so that the project impacts are considered directly significant. The added project traffic also contributes to a cumulatively unacceptable level of service and will be required to contribute a fair share contribution towards feasible mitigation at this location. The City of Carlsbad has indicated that the City has right of way available to construct a right turn only lane on Palomar Airport Road in the eastbound direction approaching the Paseo del Norte intersection to accommodate eastbound vehicles turning south. The lane can be constructed to a 250 foot length with a 90 foot transition. Improvements are feasible but would require relocation of utilities and construction of curb, gutter, sidewalks, and rebuilding existing driveways. A traffic signal modification with an overlap for the northbound left turn/eastbound right turn is recommended. 001208 7-5 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates i Urban Systems Associates, Inc. February 23, 2009 ©*» V, -\ \O* vA<ry i.*^ **.*/ ^ (4 700/950 > \ 120/283-^ 1 c* //J6 ^/ A f m ^V.x f 1 ^K / ^-397/1170 f < 798/1139 Palomar Xirport Kd. \/^L ^V "^\ '\ Palomar Airport Road at1-5 Southbound Ramps — ' in 01 ^K) O <N 8\CO •=!• | <- in oo 1 F T \ f 300/185—^ 2433/1147 *> 140/150-^ ^—370/145 < 1122/2248 ^-105/285 Patomar ^tT7»orf AoL 'strin m o•*j- o> m "\ m \m CM mo> m Palomar Airport Road atArmada Drive © ^L ^ \°\* W yL ^-498/1133 V- « 965/2102PaUymar Airport Rd. j^ 150/252—^ /^ 1 / 1664/1468 » /<$ J /*+• /& r^ \ *c ^f *V fc^ f w*/s ^ Palomar Airport Road at1-5 Northbound Ramps ®T3 00 ^f 5r^ in to ^ o m \ S^- -^ (D « J \ V f 950/410—^ 1336/1200 »- 65/245^^ ^- 49/87 < 957/1840 ^— 64/267 •*Pa.lomaar Airport Rd. in o IDr^ in •* o in ooro O CMCM m CM Palomar Airport Road at College Boulevard \ 4o m „ \ Ol ® O rO ° South, Drvu&way 0/0-^ 0/0-^ ^^ Mo m\ CMo f^- OO(£> Paseo del Norte atSouth Project Driveway ®^t 00ro in 00 «» IO CM CM "C CM \ CM <;in o oo «— 00 -- » J \ V 1 ( 378/525-^ 2437/1272 » 210/573.^ ^ ^— 238/347 < 983/2529 ^- 105/311 J^alomar Airport Rd. \\ro m oro CM r^ro CM •— m o roro CM in CM CM CM Palomar Airport Road atPaseo del Norte \ J ^ 'C 0 >0 •§ II ° * \ I North Drivewoy 0/0— * 0/0^o in oo " Paseo del Norte atNorth Project Driveway I \Nj NO SCALE 1 FIGURE 7-3 Year 2030 Without Project AM / PM Peak Hour Traffic 001208 7-6 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates Urban Systems Associates, Inc. February 23, 2009 CO X 400/1 191 800/1 149 Airport Rd. , Palomar Airport Road at 1-5 Southbound Ramps (*) is <^* — ** LO OlfO O fN & -X.X | ^"» 370/1 45 - •* °> | 1 140/2261 1 I ^105/285 ^Palomar Airport Rd. 302/195—^ i X >^ 2436/1168 » 140/150-*. 5 m 8 hO ^^ CNJ•x. in \m CN ino> in Palomar Airport Road atArmada Drive (A)\*\v* ^L \^ • 501/1154 V> -.*— 968/2133 Palomar Airport Rd. ^-^ 150/252—^ y^» ' / 1688/1488--- •'•/<$ ^ / f+- / $^£ /$ c\? A\ /J ^ Palomar Airport Road at 1-5 Northbound Ramps ®co m ICO "=t Dqr\ in u3 •^ m ^x «' *^% 0 J\\ f \ 951/415 ' * 1338/1210 » 66/250-^. 49/87 -*— 967/1847 .^- 64/267 ^Palomar Airport Rd. \\r CO O CDr^ in •* ^r m corv) O CNcsi in CN Palomar Airport Road at College Boulevard 0 <N t 00 .- 0CN \ ft ro 01 ^ J\ I South Drive-way 7/46 — ^ 1/5-^" *\\ •<$ C31 "S,CM Paseo del Norte at South Project Driveway (5)•^ ooro cN oO *"rO r-O CXJ "£ Csl "X CN ^ U") 00 CO « 7? "i 5 / 378/525— ' 2437/1272 250/608-^. ^- 238/347 < 983/2529 -~ 129/331 ^Palomar Airport Rd. IN m —00 to 0rO Cxi ^j4 c^ CNJ co 0 CN ^rO CM LN Palomar Airport Road at Paseo del Norte (e) fi ,V s s \ ° X oo•^t oj "S otum t 5 North Driveway 8/47 *"-"'' 1/5 «s.^t 't j^ r-^r^" Paseo del Norte at North Project Driveway ip£±± (*p NO SCALE 1 FIGURE 7-4 Year 2030 With Project AM / PM Peak Hour Traffic 001208 7-7 001208-Report_C.doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 7-2 Year 2030 With / Without Project Intersection Levels of Service & Significant Traffic Impact Measure AM Peak Hour Without Delay LOS With Delay LOS PM Peak Hour Without Delay LOS With Delay LOS Significant? AM PM Palomar Airport Road / 1-5 SB Ramps Palomar Airport Road / 1-5 NB Ramps Palomar Airport Road / Paseo del Norte Palomar Airport Road / Armada Drive Palomar Airport Road / College Boulevard Paseo del Norte / North Driveway® Paseo del Norte / South Driveway® 29.7 41.5 57.7 47.0 40.2 — — C D E D D — — 31.8 43.1 62.3 47.2 40.3 11.7 16.2 C D E D D B C 24.0 46.0 59.4 51.1 49.9 — — C D E D D — — 25.4 49.6 63.2 52.1 50.6 26.1 24.9 C D E D D D C N N Y® N N N N N N Y® N N N N ® = Stop Sign Control - Facing Eastbound Traffic; Delay and LOS is for Eastbound Driveway Traffic. (Y) = Significant, (N) = Not Significant, Delay = Average of Control Delay in seconds. NOTE: PROJECT IMPACT WILL BE SIGNIFICANT ONLY IF LOS IS "E" OR "F' AND THE CHANGE IN DELAY WITH THE PROJECT TRAFFIC ADDED IS GREATER THAN 2.0 SECONDS. ® = The added project traffic is significant, directly, and contributes to a cumulatively unacceptable level of service. Therefore the project should contribute a fair share towards mitigation. Mitigation to LOS D in the AM and PM peak hours is to add an eastbound right turn only lane with an overlap for the northbound left turn/eastbound right turn. Signalized Locations LOS A B C D E F DELAY 0.00-10.0 10.1-20.0 20.1-35.0 35.1 - 55.0 55.1 - 80.0 Over 80.0 Source: 2000 Highway Capacity 001208 7-8 001208-ReportjC. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 With these improvements the intersection would operate acceptably in both the AM and PM peak hours in year 2030 as shown in the table below. ~v '*:?-\* CA./',''.: y'rvS ,*' 'JI^^^^-"I^4*f^yJj^£^'-»SU*'^3*«s^^fe.^»V°! i '-».?&**•% I'* ' • PALOMAR AIRPORT ROAD/PASEO DEL NORTE YEAR 2030 WITH PROJECT Without Mitigation AM Peak Hour DELAY 62.3 LOS E PM Peak Hour DELAY 63.2 LOS E With Mitigation AM Peak Hour DELAY 39.5 LOS D PM Peak Hour DELAY LOS 54.2 D •:"> « « v *Mitigation is to add an eastbound right turn only lane on Palomar Airport Road for vehicles turning South onto Paseo Del Norte. 7.3 INTERSTATE 5 The SANTEC/ITE threshold for a freeway main-lane significant project impact is an increase in volume to capacity (v/c) ratio of more than one percent. The project's traffic contribution to 1-5 will be only five peak hour trips per lane. At 2,350 VPHPL capacity, the five peak hour trips are only two tenths of one percent (0.2%) of main-lane capacity. Therefore, the project's impacts to Interstate 5 are considered less than significant. Table 7-3 shows intersecting lane vehicles per hour totals for the I-5/Palomar Airport Road interchange for all scenarios evaluated. These values are used for design purposes only and are not used for traffic impacts significance determination. These values would not be a cause for initiating interchange ramp intersection improvements, since only one scenario shows a slight over-capacity condition. Appendix D includes Year 2030 intersection levels of service worksheets, ILV/HR worksheets and excerpts from the City T.I.F program and the Legoland Hotel traffic study. 001208 7-9 001208-Report_C. doc The Green Dragon Tavern Esbensen & Associates © Urban Systems Associates, Inc. February 23, 2009 TABLE 7-3 ILV/HR Comparison EXISTING AM PM 2010 AM PM 2030 AM PM PAM-5 SB Ramps w/o Project 725 757 975 1,000 956 988 PAR/I-5 SB Ramps with Project 734 769 984 1,012 965 993 PAM-5 NB Ramps w/o Project 1,133 924 1,519*1,362 1,276 1,163 PAR/I-5 NB Ramps with Project 1,149 945 1,535*1,372 1,292 1,174 * 1,500 ILV/HR IS CAPACITY PER CALTRANS HIGHWAY DESIGN MANUAL. HOWEVER, ILV/HR DIAGRAMS ARE USED FOR DESIGN PURPOSES ONLY AND ARE NOT USED FOR SIGNIFICANT IMPACT DETERMINATION. SEE INTERSECTION LOS CALCULATIONS FOR SIGNIFICANCE OF IMPACTS AT THESE RAMP INTERSECTIONS. 001208 7-10 001208-Report C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 8.0 CONCLUSIONS AND RECOMMENDATIONS 8.1 EXISTING CONDITIONS 8.1.1 Street Segments All study area street segments are currently operating acceptably at LOS "D" or better so that no roadway mitigation is needed. 8.1.2 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. 8.2 EXISTING PLUS PROJECT CONDITIONS 8.2.1 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 needed. 8.2.2 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 in Year 2010. 001208 8-1 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 8.23 Interstate 5 Project traffic added to Interstate 5 main-lanes is expected to cause an increase in volume-to-capacity ratio of only two tenths of one percent or less so that project impacts are considered less than significant. 8.3 OTHER PROJECTS PLUS PROJECT (Year 2010) CONDITIONS 8.3.1 Street Segments Study area street segments are expected to operate at LOS "D" or better with project and other projects' traffic added. Project impacts are considered less than significant so that no project roadway mitigation is needed. 83.2 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. 001208 8-2 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 83.3 Interstate 5 Project traffic added to Interstate 5 main-lanes is expected to cause an increase in volume-to-capacity ratio of only two tenths of one percent or less so that project impacts are considered less than significant. 001208 8-3 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 8.4 YEAR 2030 PLUS PROJECT CONDITIONS 8.4.1 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 needed. 8.4.2 Intersections All study area intersections are expected to operate acceptably at LOS "D" or better, except at one location. No intersection mitigation will be needed except at that one location. The Palomar Airport Road/Paseo del Norte intersection is expected to operate at LOS "E" hi year 2030 during both the AM and PM peak hours without or with project traffic added. The increase in average vehicle delay due to adding project traffic will be more than 2.0 seconds so that the project impact will be directly significant. The project will also contribute traffic to a cumulatively unacceptable level of service, and therefore the project should contribute a fair share towards mitigation. The construction of a separate eastbound to southbound right turn only lane on Palomar Airport Road for traffic turning south onto Paseo del Norte would mitigate the year 2030 AM and PM peak hour levels of 001208 8-4 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 service from LOS "E" to an acceptable LOS "D". A traffic signal modification with an overlap for the northbound left turn/eastbound right turn is also recommended. It is recommended that the added right turn only lane be included in the City of Carlsbad capital improvements program to be funded by traffic impact fees and fan* share contributions from future development projects contributing traffic to the intersection. 8.43 Interstate 5 Project traffic added to Interstate 5 main-lanes is expected to cause an increase in volume-to-capacity ratio of only two tenths of one percent or less so that project impacts are considered less than significant hi Year 2030. An ILV/HR comparison for all scenarios at the I-5/Palomar Airport Road interchange ramp intersections shows slightly over-capacity in year 2010 during the AM peak hour at the northbound off-ramp. However, the ILV/HR values are not used for impact significance determination. They are only used for design purposes when new ramps are being designed or improvements are to be made. The slightly over- capacity condition would not be a cause to add improvements. 001208 8-5 001208-Report C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 9.0 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 Highway Capacity Manual Special Report, Washington, DC (2000) SANDAG 2008 Congestion Management Program Update, (January 2008) 001208 9-1 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 10.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS Principal Planning Director Sandee Witcraft-Schlaefli; J.D. Juris Doctor, Graduate Courses Urban Planning, B.A. Political Science/Social Welfare Principal Engineer Andrew 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 Lisa Sousa 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 Systems 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. 001208 10-1 001208-Report_C.doc The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 APPENDIX A Existing Conditions Worksheets 001208 A 001208-Report_C.doc Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Summer 2003 Summer 2004 Summer 2005 Summer 2006 Summer 2007 Location... . SegmentNumber * ^ 1 Palomar Airport Road A 2 I'alomar Airport Road .'i Palomar Airport Road ^ Palomar Airport Road 5 El Camino Real 6 i:.l Camino Heat 7 El Cumino Real K Bl Cain'mo Real 9 \-.\ Caminn Real 1 1) HI Camino Real 1 1 El Camino Real 1 2 Melrose Drive 13 Melrose Drive l-l Melrose Drive 1 5 Carlsbad Boulevard ] (, Carlsbad Boulevard 1 7 Carlsbad Boulevard 1 1! Carlsbad Boulevard 1 y 1 .a Costa Avenue '!(} La Costa Avenue 2 } Runclio Santa ft Road 22 Rancho Santa Fe Road 25 Rancho Santa Fe 'Road 24 Carlsbad Village Drive 25 Poiusettia Lane 26 Tamarack Avenue P 27 I'aseo Del None p 28 Pasco Del None 29 Cannon Road 30 Camion Road ;) | College Boulevard 32 College Boulevard .13 Alga Road I'ase Yarr EtO Melr Plaz: Tain Farai Cam Aren LaC 1 .eva Lion Paloi Alga Moil Cann Poin: Aver Saxo Cade LaC Aver: Olivi Victc Paset Ii)G Cami Paloi Paset El Ca Tarns Paloi Corir Segment Location ADT ) Del Korte and Annada Drive & w Drive and El Camiiio Real •> mino Real and Loker Ave. \V. /Innovation \Vy. >se Drive and Paseo Valindo/Eagle Drive Drive and Marron Road rack Avenue and Kelly Drive ay Avenue and Palomar Airport Road 10 Vida Robk and Cassia Road il Road and Cosla Del Mar Road ista Avenue and Levante Street ite Street and Calle Barcelona head Avenue and Palomar Airport Road lur Airport Road and Rancho Bravado Road and Corintia Street tain View Drive and Slato Steel an Road and Cerezo Drive ettia Lane and Island Way da Encinas and La Costa Avenue iv Road and Piraeus Street icia Street and Romeria Street )5ta Meadows Drive and San Elijo Read ida Soledad and Camino Junipero nhain Road and Avenida La Posla ria Avenue and Pontiac Drive Del Norte and Batiquitos Drive mino Real and La Portalada Drive w Del Parque (North) and Palomar Airport Road 0 tar Airport Road and Car Country Drive 9 Del Norte and Car Country Drive mino Real and College Boulevard rack Avenue (North) and North City Limits iar Airport Road and Aston Avenue tia Street and El Fuerte Street 51,996 32.878 53,603 54,748 36,403 32,469 33,148 31,448 46,017 35,018 35,833 —12,492 — 17,787 19,476 18,134 22,304 33,921 10,015 31,951 28,637 16,866 7,717 22,702 9,200 9,148 10,558 19,762 — —12,287 12,072 Peak LOS A A A D A B A A A A A —A —A A A A A A C D A A A A A A • A A A ADT 53,216 33,771 53,605 53,222 40314 33,190 32,976 32,464 48,393 37,906 36388 —12,125 —16.605 20,288 18,672 20,048 31,531 10,412 33,997 31,155 16,046 8,202 24,332 9,609 9,054 10,362 21,539 — —12,736 13,166 Peak LOS A A A D A B A A 13 A A —A A A A A A A D A A A A A A A A — —A A ADT 51,285 32,154 49,907 52,792 36,540 27,03 1 36,694 32,038 47,753 37,279 36,340 —12,520 —15,669 19,780 18,808 24,683 31,777 11,750 30,853 35,763 17,517 5,977 25,057 8,093 9,411 10,477 24,071 18,905 25,609 13,761 12.784 Peak LOS A A A C A A A A A ' A A — A A B A A A A C A A A A A A A A D A A A ADT 53,378 32,960 51,673 49,245 30,832 25,178 36,712 29,801 47,091 36,097 36,413 —12,102 16,476 14,868 19,034 17,267 18,126 32,578 12,061 30,516" 36,589 16,739 5,866 26,127 7,831 9,226 10,689 25,052 19.986 27,381 14,484 — Peak LOS A A A A A A .A A A A A — A A A A A A A A A A A . A A A A A A D A A — ^ LOS 53,175 • A 33,820 • A 52.739 A 36,290 A 31,375 A 25,509 i\ 38,417 A 30,375 A 50.905 C 39,105 A 39,367 A 25,995 A 1 7,742 A 20,880 A 13,985 A 18,163 A 16,114 A 19,474 A 33,245 A 12.492 A 34,674 A 39,947 A 17,028 A 6,168 A 26,623 A 8,453 A 8,791 • A 10,246 • A 22,778 A 1 9,396 D 25,690 A 13,718 A 1 1.482 ' A Volume Count Report Location ................... Palomar Airport Rd: P.D.N. to Armada Dr Location Code ............ 1 County ........ .............. San Diego Recorder Set ............. 7/16/07 00:00 Recording Start ......... 7/17/07 00:00 Recording End ............ 7/19/07 00:00 Sample Time. .............. 15 Minutes Operator Number.... ..... 8700 Machine Number .......... 20300 Channel ....... .-• .............. A Divide' By .................. 2 Summation...^' ...... ........ No Two-Way ...... i .............. No Tuesday • 07/17/07 Channel: A Direction: W 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 110.0 1200 1300 1400 1500 1600 -1700 1800 1900 2000 2100 2200 2300 2400 Totals 103 73 • 47 81: .192 693 1424 2297 2575 1991 1835 1835 2350 2306 1893 1646 1689 1735 1381 1214 855 567 354 292 29428 30 13 10 10 19 62 252 426 731 560 498 426 558.- 596 502 443 409 '452 344 295 243 167 96 87 25 26 9 13 33 110 .295 552 656 455 434 426 585 ' 553 475 433 459 434 378 302 228 147 '82 69 18 20 13. 23 56 190 362 613 591 464 465 451 599 585 478 397 407 472 350 321 199 124 86 85 30 14 15 35 84 331 515 706. 597 512 438 532 608 572 438 373 414 377 309 '296 185 129 90 51 AM Peak Hour',,... ........ -. ............. ;.... 07:30 to 08:30 AM Peak Hour Factor.... ............... ...92.5% PM Peak Hour' ............................ ...12:15 to 13:15 .PM Peak Hour Factor.. ................ ...,98.2% ' ( 2706 .vehicles) ( 2388 vehicles) Wednesday1 07/18/07 Channel; A Direction: W 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200' 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 134 72 59 94 181 712 1470 2272 2418 1910 1686 1954 2203 2071 1746 1568 1558 1642 1291 1080 842 . 683 442 249 28337. 46 22 16 12 17 65 238 379 664 499 419 449 491 541 466 420 357 388 352 275 242 211 125 74 35 18 8 20 27 121 345 534 653 480 422 '491 586 518 412 372 383 411 328 259 219 161 103 83 27 19 21 22 56 206 350 645 544 449 434 512 523 514 429 397 410 445 311 297 196 161 112 55 26 13 14 40 81 320 537 714 557 482 411 502 603 498 439 379 408 398 300 249 185 150 102 37 AM Peak Hour ............................... 07:30 to 08:30 AM Peak Hour Factor ..................... 93,7% PM Peak Hour ............................... 12:15 to 13:15 PM Peak Hour Factor ..................... 93,4% 2676 vehicles) 2253 vehicles) Volume Count Report Location Palomar Airport Rd: P.D.N. to Armada Dr Location Code 1 County San Diego .' Recorder Set 7/16/07 00:00 Recording Start 7/17/07 00:00 Recording End ....7/19/07 00:00 Sample Time 15 Minutes Operator Number -...8700 Machine Number 203.00 Channel A Divide By 2 Summation .-...No. Two-Way '.No Tuesday 07/17/07 Channel: A Direction: E 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700.1800 1900 2000 2100 2200 2300 2400 Totals 117 49 43 46 152 384 739 919 971 1133 1367 190.1 2105 1796 1883 1968 2124 2428 1722 1215 820 490 257 224 24853 44 14 12 10 15 62 145 218 210 245 283 409 527 475 457 518. 535 644 ' 505 353 227 178 59 87 39 14 8 7 40 90 191 228 221 300 332 443 562 453 456 470 474 676 452 ' 312 210 133 73 46 20 9 11 8 45 92 191 212 258 288 371 519 520 463 485 511 541 622 385 296 215 98 79 61 14 12 12 21 52 140 212 261 282' 300 381 530 496 405 485 469 574 486 380 254 168 81 46 30 AM Peak Hour .< 11:30 to 12:30 ( 2138 vehicles) AM Peak Hour Factor -95.1% PM Peak Hour .' 16:45 to 17:45 ( 2516 vehicles) PM Peak Hour Factor 93.0% Wednesday 07/18/07 Channel: & Direction: E 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 220Q'230Q 2400 Totals "140 57 43 57 119 377 709 934 943 1061 1360 1815 1979 1663 1638 1837 2123 2268 1612 1136 874 492 309 186 23732 53 11 10 11 25 86 174 222 238 235 271 377 558 431 360 472 531 618 488 311 234 149 95 72 30 13 8 15 24 79 176 221 • 259 274 360 428 491 400 386 426 505 658 398 293 216 118 84 50 35 14 14 15 36 91 189 208 200 282 355 508 449 425 428 471 537 497 394 239 235 112 71 35 22 19 11 16 34 121 170 283 246 270 374 502 481 407 464 468 550 495 332 293 189 113 59 29 AM Peak Hour 11:30 to 12:30 ( 2059 vehicles) AM Peak Hour Factor ,,...92.2% PM Peak Hour 16:30 to 17:30 ( 2363 vehicles) PM Peak Hour Factor 89.8% Volume Count Report Location.> Paseo Del Norte: Camino Del Parque (North) to P.A.R. Location Code 27 County San Diego Recorder Set ..7/10/07 00:00 Recording Start 7/11/07 00:00 Recording End 7/13/07 00:00 Sample Time 15 Minutes Operator Number 8725 Machine Number 20325 Channel A Divide By 2 Summation No. Two-Way No Wednesday 07/11/07 Channel: A Direction: N 0100 0200 0300 0400.0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 10 8 5 23 57 138 276 318 296 309 304 322 336 303 282 352 362 244 183 96 59 50 38 4380' 4 3 3 2 .3 10 29 36 77 67 71 66 77 72 71 81 67 87 62 53 33 17 14 8 2 2 1-1 5 11 29 75 70 73 75 82 83 86 71 61 90 103 55 56 28 17 15 -11 3 2 2 0 9 10 39 76 60 86 80 76 78 90 81 66 80 93 66 36 17 9 11 9 1 2 2 2 6 26 41 89 111 70 83 80 84 88 80 74 115 79 61 38 18 16 10 10 AM Peak Hour '•• 08:45 to 09:45 AM Peak Hour Factor • 75,9% PM Peak Hour '. 16:45 to 17:45 •PM Peak Hour Factor 86,5% 337 vehicles) 398 vehicles) Thursday 07/12/07 Channel: A Direction ;• N 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals "15 .9 10 2 20 . 63 149 284 316 292 344 335 334 306 304 306 309 369 289 174 109 70 43 32 4484 7 3 5 1 3 14 25 49 85 63 93 80 89 63 93 81 72 79 95 37 35 13 9' 7 4 2 4 0 3 ' 8 34 57 78 63 65 84 76 96 77 73 79 86 72 61 24 25 10 8 2211 8 10 43 81 70 76 77 82 81 80 66 78 77 108 66 50 30 18 8 7 2 2 0 0 6 31 47 97 83 90 109 89 88 67 68 74 81 96 56 26 20 14 16 10 AM Peak Hour 10:45 to 11:45 AM Peak Hour Factor.. 81.4% PM Peak Hour..; 17:15 to 18:15 PM Peak Hour Factor 89.1% 355 vehicles] 385 vehicles.) Volume Count Report Location Paseo Del Norte: Camino Del Parque (North) to P.A.R. Location Code 27 County .. San Diego Recorder Set 7/10/07 00:00 Recording Start 7/11/07 00:00 Recording End 7/13/07 00:00 Sample Time 15 Minutes Operator Number 8725 Machine Number 20325 Channel A Divide By 2 Summation No. Two-Way; No Wednesday 07/11/07 Channel: A Direction: S 0100 0200 0300 0400 0500 Q.60Q 07Q'Q 0800 0900 1000 1100 1200 1300 1400 1500 1800 1700 1800 19QQ 2000 2100 2200 2300 2400 Totals 12 9 1 2 5 4 5 3' '1.0 9 12 58 146 156 200 191 266 305 315 307 344, 369 449 341 255 196 126 70 44 4191 2 1 5 34 45 46 38 71 0 3 10 29 33 53 40 48 3 3 15 35 '38 54 63 66 4 5 28 48 40 47 50 81 62 61 73 87 81 103 100 66 84 96 87 96 104 131 91 66 73 87 '62 90 97 108 -78 64 86 71 85 71 87 107 72 59 62 28 20 ' 5 55 33 19 15 39 33 18 14 40 32 13 10 AM Peak Hour ,...s ,,..11; 30 to 12:30 AM Peak Hour Factor ,- 87..2% PM Peak Hour 17:00 to 18:00 •PM Peak Hour Factor 85.7% 293 vehicles) 449 vehicles) Thursday 07/12/07 Channel: A Direction: S 0100 0200 0300 0400 0500 0600 0700 0800 Q9Q.Q 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals " 36 11 34 1 10 68 119 201 185 217 265 353 333 356 399 412 444 346 244 216 143 104 57 4527 13' 4 1 0 1 3 15 30 4i 55 58 68 88 73 '83 91 110 111 91 59 66 54 34 17 13 2 0 1 0 0 12 25 49' 42 52 65 88 100 78 95 95 116 99 60 60 35 22 15 • 3 3 2 2 0 5 13 32 51 43 46 72 91 81 80 99 110 107 77 68 57 21 28 16 7 2 0 1 0 2 28 32 60 45 61 60 86 79 115 114 97 110 79 57 33 33 20 9 AM Peak Hour ',11:30 to 12:30 AM Peak Hour Factor 87.5% PM.Peak Hour : .....17:00 to 18:00 PM Peak Hour Factor 95.7% 308 vehicles' 444 vehicles! Volume Count Report Location Paseo Del Norte: P.A.R. to Car Country Dr. Location Code 28 • County San Diego Recorder Set 7/10/07' 00:00 Recording Start 7/11/07 00:00 Recording End 7/13/07. 00:00 Sample Time 15 Minutes • Operator Number... 8726 Machine Number 20326 Channel • A Divide By 2 Summation No. Two-Way No Wednesday 07/11/07 ' Channel: A Direction: N 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 12 8 2 7 23 106 266 279' 296 329 391 464 462 436 429 453 400 288 198 190 87 63 23 5216 5 1' 1 0 0 2 18 51 79 . 68- 78 98 98 98 136 124 90 97 2 0 2 0.5 5 15 53 66 64 79 93 '133 135 108 106 116 111 2 0 2 0 0 8 16 77 61 81 '-93 88 116 134 99 100 132 98 3 3 3.2 2 8 57 85 73 83 79 112 117 95 93 99 115 94 AM Peak Hour ; 11:30 to 12:30 AM Peak Hour Factor 81.0% PM Peak Hour 13:15 to 14:15 •PM Peak Hour Factor 91.9% 76 51 78 24 19 10 79 51 45 21 20 7 67 49 36 28 ' 13 2 66 47 31 14 11 . 4 431 vehicles) 500 vehicles) Thursday 07/12/07 Channel: A Direction: N . 0100 0200.030.0 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1600 1900 2000 2100 2200 2300 2400 Totals ' 11 13 7 2 813 123 251 273 298 367 390 481 486 453 432 412 377 272 232 206 92 40 27 5266 5 1 1 0 2 0 22 39 67 63 82 86 119 122 101 94 111 98 70 67 76 40 13 11 1 4 0 0 1 1 17 68 78 68 79 . 92 115 114 136 108 89 104 66 56 56 17 12 8 4 0 3 1 0 5 31 62 53 94 114 111 122 120 96 127 100 88 76 51 39 21 13 6 1 8 3 1 5 7 53 82 75 73 92 101 125 130 120 103 112 87 60 58 35 14 2 2 AM Peak Hour 11:30 to 12:30 AM Peak Hour Factor 93.7% PM Peak Hour 13:30 to 14:30 PM Peak Hour Factor 89,5% ( 446 vehicles; '487 vehicles; Volume Count Report Location Paseo Del Norte: P.A.R. to Car Country Dr. Location Code 28 County • San Diego Recorder Set 7/10/07 00:00 Recording Start 7/11/07 00:00 Recording End, 7/13/07 00:00 Sample Time— 15 Minutes Operator Number 8726 Machine Number 20326 Channel A Divide By.- 2 Summation No. Two-Way No Wednesday 07/11/07 Channel: A Direction: S 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400'1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals 14 7 18 69 178 251 293 343 448 459 441 359 406 418 451 282 208 182 ' 98 45 25 5010 91 59 53. 45 12 9 61 . 61 .55 19 9 7 72 41 37 19 14 3' 58 ' 47 37 15 10 6 494 vehicles) 486 vehicles) 8 2 •3 1 AM AM PM •PM 0 0 0 3 Peak Ppa V Pp>a V" Peak 1 2 1 3 2 0 3 0 Hour H n 1 1 T Hour Hour 2 2 0 3 Fa r Far 3 4 1 10 -'tor :tor 14 14 18 23 30 39 52 '57 61 68 59 63 69 65 75 84 .84 90 119 116 93 90 110 127 115 ' 103 82 116 108 111 75 87 132 105 99 88 ,.,,11-30 to 12 ' .'... 93. 6% ....11-45 to 12 • ....92.0% 104 117 92 93 30 45 101 141 110. 108 113 111- 94 91 . ( Thursday 07/12/07 Channel: A Direction: S 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Totals " 19 11 5 6 10 19 64 175 245 275 352 427 484 441 399 446 403 418 299 186 149 91 54 21 4999 56 80 107 127 116 91 109 114 108 98 51 45 30' 12 8 81 81 110 144 116 103 111 89 122 73 59 33 29 13 6 65 91 109 109 93 102 121' 98 96 68 42 30 18 16 4 73 100 101 104 116 103 105 102 92 60 34 41 14 13 3 .4 6 6 3 3 1 2 5 1 4 0 0 0 1 5 0 4 3 0 3 3 3 5 8 13 16 14 21 25 56 46 48 . 55 68 49 73 AM Peak Hour '..,11:30 to 12:30 AM Peak Hour Factor 83.5%' PM Peak Hour..! 12:00 to 13:00 PM Peak Hour Factor 84.0% 481 vehicles', 484 vehicles! RICK ENGINEERING TURNING MOVEMENT ANALYSIS Carlsbad ;eclion of: N/S Street: 1-5 Southbound Ramps E/W Street: Palomar Airport Road Page 1 of3 t Date : .0/07 Day: Tuesday Weather: Sunny File: 2007Int#57 Data Collected by: RauL. Alfonso Traffic Control: Signalized Dfl5 prd. AM AM AM AM AM AM AM * AM * AM * AM * AM AM . 15 mm. -Ir.Vol. Left 0 0 0 0 0 0 0 0 0 0 0 0 0 0 South Approach (NB) U-Trn Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 North Approach (SB) Left U-Tm Thru Right 80 '0 82 0 98 0 136 0 175 0 169 0 206 0 254 0 273 0 232 0* 171 0 165 0 273 0 965 0 0 14 0 27 0 42 0 84 0 88 0 80 0 75 0 .61 0 86 0 70 2 42 0 37 2 88 0 292 Peds 0 .0 0•o 0 0 0 0 0 0 0 0 .0 0 West Approach (EB1_ Left U-Trn Thru Right Peds 0 0 24 3 0 0 0 35 16 0 0 0 29 24 0 0 0 56 22 0 0 0 59 17 0 0 0 66 20 0 0 0 98 . 19 2 0 0 100 24 0 0 0 134 17 0 0 0 125 21 0 0 0 97 25 7 0 0 108 13 1 0 0 134 25 7 0 0 457 81 2 East Approach (WB) Left 0 0 0'o 0 0 0 0 0 0 0 0 0 0 U-Trn Thru 0 53 0 61 0 109 0 90 0 108 0 80 0 124 0 124 0 121 0 114 0 127 0 12S 0 128 0 483 Right Peds 82 0 89 3 62 3 52 1 89 0 57 2 59 2 52 1 64 0 63 0 39 1 59 0 89 3 238 3 15 min Total Vehicles Peds 256 0 310 3 364 3 440 1 536 0 472 2 581 4 615 I 695 0 625 0 503 S 510 1 695 8 2516 5 AM Peak Intersection Traffic in Pk.Hr. = 2516 AM Hour Intersection Pdstrns in Pk. Hr. . = 5 . Peak Hr. Factor 0.91 PM PM PM PM PM PM PM * PM * PM * PM * PM 'PM :. 15 min. Hr. Vol. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 123 0 148 0 152 0 125 0 160 0 132 0 125 0 175 0 155 0 139 0 130 0 113 0 175 0 594 0 0 27 0 35 0 35 0 38 0 36 0 43 .0 39- 0 45 .0 35 0 39 0 46 0 33 0 46 0 158 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0• o 0 0 0 0. 0 0 0 0 0 0 0 0 145 51 128 57 149 43 167 40 166 52 173 46 221 72 196 54 167 63 185 61 125 47 153 35 221 72 769 250 3 0 0 0 0 0 0 0 0 0 4 0 4 0 1 0 1 0 3 0 0 0 0 0 4 0 9 0 0 164 262 5 0 162 249 4 0 155 224 0 ' 0 189 277 6 0 176 280 0 0 209 284 0 0 197 253 I 0 259 309 2 0 238 344 0 0 225 290 0 0 186 292 1 0 146 282 0 0 259 344 6 0 919 1196 3 772 8 779 4 758 0 836 6 870 0 SS7 4 907 5 1038 3 1002 1 939 3 826 I 762 0 1038 S 3886 12 i PM Peak Intersection Traffic in Pk. Hr. = 3886 > PM Hour Intersection Pdstrns in Pk. Hr. = 12 Peak Hr. Factor 0.94 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane Inside 1 Config - (left) 2 urations . 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Left 0 0 Appr Thru 0 0 split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0.10 0 0 0.00 0 0 0.00 0.00 CNB) Right 0 North Left 1 1 2 0 3600 N . N 0 965 0 965 0.00 0.27 O.'OO 0.27 Appr (SB) Thru Right 1 0 1 West Appr (EB) Left 0 0 1800 0 0 292 0 0 292 0 0.00 0.16 0.00 0.00 Thru 1 1 1 . 3 6000 457 538 0.09 Right 1 0 East Appr (WB) Left 0 0 0 81 0 0 0 0,00 0.00 Thru 1 1 2 4000 483 483 0.12 0.12 Right 1 0 0 238 0 0.00 ICU Ratio = 0.49 LOS= A . Turning Movements at Intersection of:1-5 Southbound Ramps and Palomar Airport Road Time: 7:30 AM to 8:30 AM Date: 07/10/07 Day : Tuesday North Approach 1495 1-5 Southbound Ramps Total w -e s t A pr P r Name : Raul, Alfonso 4 Sub- ' 292 Totals totals 1 <J 775 A 1313 0 0 J 538 457 >- 81 -, T «-| 0 0 Subtotals 81 Total 81 1257 0 1 i t1 North t 0 0 238 0 . 965u • ^ 238 •< 483 1 0iT r 0 Subtotals Sub- totals Totals 721 0 2143 1422 Palomar Airport Road E a s t A p P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. I-S Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 5:OOPM to 6:00 PM Lane Inside 1 Config- '(left) 2 urations ' 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity South Appr Left Thru 0 0 0 0 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0.10 0 0 0 0 0.00 0.00 0.00 (NB) Right 0 North Left 1 • 1 2 0 3600 N - N 0 594 0 594 0,00 0.17 0.00 0.17 Appr Thru 0 0 0 .0 0.00 (SB) Right 1 1 West Appr Left 0 1800 0 158 0 158 0 0.09 0.00 0.00 Thru 1 1 1 3 6000 769 1019 0.17 ffiB) Ripht 1 0 East Appr Left 0 0 0 250 0 0 0 0.00 0.00 Thru 1 1 2 (WB1 Right 1 0 4000 0 91.9 919 . 0.23 0.23 1196 0 0.00 1CU Ratio = 0.50 LOS = A Turning Movements at Intersection of :1-5 Southbound Ramps and Palomar Airport Road Time: 5:OOPM to 6:00 PM Date: 07/10/07 Day : Tuesday Name: Raul, Alfonso North Approach w "e s t A p p r Sub- Totals totals 1077 2096 0 1019 0 769 250 Subtotals Total 250 l58 0 0 250 752 0 1-5 Southbound Ramps 1948 0 594 I U North t 0 0 1196 1196 919 0 Total Subtotals Sub- totals 2115 1363 Totals 3478 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. RICK ENGINEERING TURNING MOVEMENT ANALYSIS : Carlsbad section of: N/S Street: 1-5 Northbound Ramps EAV Street: Palomar. Airport Road Page 1 of3 it Date : 10/07 Day: Tuesday Weather: Sunny File: 2007Int#58 Data Collected by : Dolores, Lance Traffic Control: Signalized of 15 prd. AM AM AM AM AM AM AM * AM * AM * AM * AM AM .. 15 min. •h. Vol. AM Peak AM Hour South Approach (NB) Left U-Tm Thru Right Peds 12 0 2 139 0 17 0 0 178 0 23 0 0 231 0 26 0 0 286 0 22 0 0 254 0 21 0 0 305 0 38 0 1 334 ' 0 40 0 0 357 0 37 0 0 366 0 32 0 0 317 0 48 0 0 326 0 36 0 0 314 0 48 0 2 366 0 147 0 1 ' 1374 0 North Approach (SB) Left U-Tm Thru Right Peds o o o o d 00000 0 0 0 0 0 00000 00000 00000 00000 0 0' 0 0 0 00000o o' o o o 00000 00000 0 0 0 0. 0 00000 Left 8 8 2 10 15 13 21 19 16 17 15 20 21 73 Intersection Traffic in Pk. Hr. = 3942 Peak Hr. Factor ' Intersection Pdstms in Pk. Hr. — 7 West Approach (EB) U-Trn Thru Right 0 99 0 118 0 148 0 229 0 196 0 272 0 296 0 388 0 335 0 319 0 245 0 258 0 388 0 1338 0.93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peds 1 0 1 0 0 3 0 0 1 4 3 2 4 5 Left 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 East Approach U-Tm Thru 0 126 0 120 0 146 0 113 0 152 0 121 0 136 0 137 0 132 0 149 • 0 164 0 135 0 164 0 554 (WB) Right 69 53 68 95 101 113 121 121 83 130 108 127 130 455 Peds 0 0 0 0 1 I 1 1 0 0 1 3 3 2 I} min Total Vehicles Peds 455 1 494 0 618 I 759 0 740 1 845 4 947 1 1062 1 969 1 964 4 906 4 890 5 1062 5 3942 7 PM PM PM PM PM i PM * PM * ' PM * PM * >PM;PM IPM :. 15 min. Hr. Vol. > PM Peak > PM Hour 34 0 34 0 26 0 28 0 29 0 31 0 19 0 24 0 28 0 20 0 19 0 19 0 34 0 102 0 0 185 0 1 167 0 0 179 0 2 159 0 0 155 0' 1 162 0 1 158 0 0 175 0 0 173 0 1-142 0 0 129 0 0 132 0 2 185 0 2 668 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 Intersection Traffic in Pk. Hr. = 4898 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PeakHr. 0 47 0 32 0 46 0 46 0 48 0 53 0 85 0 63 0 42 0 52 0 40 0 42 0 85 0 243 Factor 0 221 0 244 0 251 0 248 0 278 0 248 0 266 0 311 0 268 0 '275 0 210 0 219 0 311 0 1093 0.94 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 4 0 0 0 4 0 0 0 2 0 2 0 1 0 1 0 0 0 0 0 4 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 352 204 378 208 358 252 384 207 344 268 400 261 399 277 471 256 467 259 423 193 392 200 347 180 471 277 1737 1053 1 1043 3 2 1064 2 2 1112 6 0 1074 0 0 1122 4 0 1156 0 3 1205 5 0 1300 2 0 1237 1 0 1106 1 1 990 1 0 939 0 3 1300 6 3 4898 8 Intersection Pdstms in Pk. Hr. = 8 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 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 Adjusted Hourly Volume Utilization Factor Critical Factors 1CU Ratio = 1.47 1 1374 0 148 1374 0.00 0.07 0.38 0.38 0.70 LOS = Turning Movements at Intersection of : Time : to Date : 'Day : Name : Totals W • e s 2112 t A p P r 7:30 AM 8:30 AM 07/10/07 Tuesday Dolores, Lance Sub- totals 701 0 73 1411 1338 0 Subtotals Total 000 000 0.00 0.00 0.00 0,00 B 1-5 Northbound North Approach 0 0 0 ' J 1 T1 -a tT North *1 t 147 1 0 0 1522 1522 73 73 0.04 Ramps 529 o- 0 U r 1374 1338 0 0 554 455 1338 0 0 554 -455 0.22 0.00 0.00 0.09 0.13 0.22 0.00 and Palomar Airport Road 1-5 Northbound Ramps Total 529 Subtotals Sub- totals A1 ^ijj "* 554 1009 ' i — — 0 0 T ' . 2712 Palomar Airport Re Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane Inside Config - (left) urations Outside Free-flow Lane Settings Capacity 1 2 3 4 5 6 7 South Appr (NB) Left Thru Right I 1 1 1 0 1 1 North Appr (SB) Left Thru Right 000 West Appr (EB) Left Thru Rifjht ] 1 1 1 1 3 0 East Appr fWB) Left . Thru Ridit ] 1 1 1 1 0 3 2 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600 Totals 3721 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 Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 4:45 PM to 5:45 PM Lane Inside Config - (left) urations Outside Free-flow Lane Settings Capacity South Appr (NB) Left Thru Right 1 2 1 1 3 1 4 1 5 6 7 0. '1 2 North Appr (SB) Left Thru Rieht 0 0-0 West Appr (EB) Left Thru Right^ 1 1 1 . 1 1 3. 0 East Appr (WB) Left Thru Right 1 1 1 1 1 0 3 2 0 2000 3600 0 0 0 1800 6000 0 0 6000 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 102 Adjusted Hourly Volume 0 2 104 668 668 243 1093 243 1093 1737 1053 1737 1053 Utilization Factor Critical Factors 0.00 0.05 0.19 0.00 0.00 0.00 0.14 0.18 0.00- 0.00 0.29 0.29 0.19 0.00 0.14 0.32 ICU Ratio = 0.75 LOS= C Turning Movements at Intersection of:'1-5 Northbound Ramps and Palomar Airport Road Time: 4:45 PM to 5:45PM Date; 07/10/07 Day : Tuesday North Approach 1-5 Northbound Ramps 1298 Total W e s t A P P r ^ , — .^ Name ; Dolores, Lance 0 i Sub- 00 Totals totals I I^}J y 1839 A 3175 '0 243 ' 1336 1093 >• T 0 1 1 T North i 102 2 0 Subtotals 0 772 Total 772 1298 0 0•u " '1053 -4 1737 T r 668 Subtotals Sub- totals Totals 2790 0 4551 1761 Palomar Airport Road E a s t. A P P r South Approach Note : Left-turn volumes include U-turns, U-turns in bold. > 1. t V f RICK ENGINEERING TURNING MOVEMENT ANALYSIS Page I of3 .y: Carlsbad ersection of: N/S Street: Paseo Del Norte EAV Street: Palomar Airport Road 'Unt Dale : 7/10/07 Day: Tuesday Weather: Sunny File: 2007Int#21 Data Collected by : Jason, David, Steve Traffic Control: Signalized idoflS n. prd. 15AM 30 AM +5 AM 30AM 15AM 30 AM 45 AM * 00 AM * 15AM * 30 AM * 45 AM 00AM .ax.. 15 mm. c. Hr. Vol. South Approach (KB) Left U-Trn . Thru Right 17 0 28 0 29 0 33 0 38 0 32 0 39 0 49 0 39 0 41 0 41 0 35 0 49 0 168 0 8 8 7 12 5 10 15 22 24 16 17 23 15 21 20 41 25 30 20 45 21 25 29 21 29 45 80 137 Peds 0 0 0 2 0 1 0 0 0 1 0 0 2 1. North Approach (SB) Left U-Tm Thru Right 2 0 2 10 10 0-7 8 9 0 2 11 17 06 14 21 0 11 17 21 0 8 20 31 0 8 13 23 0 12 18 35 0, 18 27 35 0* 12 21 47 0 22 14: 39' 0 13 38 47 0 22 38 124 0 50 79 Peds 0 0 0 1 0 0 1 1 1 1 0 1 1 4 • WestApproach(EB) Left U-Tm Thru Right 14 0 192 4 9 0 264 0 26 0 322 4 33 1 422 2 32 1 • 350 11 46 1 516 21 41 0 547 23 48 1 623 28 110 0 507 38 49 0 566 42 49 1 458 29 52 1 479 28 110 1 623 42 248 1 2243 131 Peds 1 0 I 2 2 0 0 0 0 0 0 0 2 0 East Approach (WB) Left 4 4 .4 15 5 11 15 10 19 18 13 13 19 62 U-Trn Thru 0 153 4 135 1 167 1 148 3 183 1 166 5 193 .4 174 3 125 5 191 4 210 0 183 5 210 17 683 Right Peds 8 0 15 0 21 0 24 0 30 1 31 0 39 1 53 0 32 0 36 0 30 0 40 0 53 1 160 1 15 min Total Vehicles Peds 422 1 503 0 611 1 753 5 742 3 914 1 990 2 1104 1 1008 1 1081 2 964 0 971 1 1104 5 4183 6 30AM Peak Intersection Traffic in Pk. Hr. = 4183 30AM Hour Intersection Pdstras in Pk. Hr. = 6 Peak Hr. Factor 0.95 45PM 00 PM 15PM 30PM 45 PM 00 PM * 15PM * 30 PM * 45 PM * .00 PM :15PM :30 PM lax. 15 min. k. Hr. Vol. 50 54 56 50 51 44 62 48 54 44 70 41 70 208 0 25 0 29 0 31 0 27 0 29 0 24 0 24 0 23 0 30 0 26 0 25 0 27 0 31 0 101 35 2 28 4 21 3 33 0 28 4 38 0 42 0 43 4 31 • 1 38 10 29 1 28 2 43 10 154 5 59 0 42 0 49 0 66 0 54 0 42 0 76 0 77 0 56 0 58 0 67 0 48 0 77 0 251 0 30 74 28 85 38 76 35 71 23 67 32 56 30 66 51 84 31 75 30 59 27 53 26 65 51 85 144 281 0 62 1 69 0 70 3 65 3 73 0 93 3 60 1 . 86 0 86 0 68 1 65 2 66 3 93 4 325 I 273 43 4 272 45 3 297 48 3, 272 44 3 275 32 5 278 50 6 286 45 3 313 39 5 324 42 2 293 51 I 215 39 5 222 41 6 324 51 19 1201 176 1 27 1 43 0 29 0 24 I 41 I 96 0 43' 0 46 0 63 0 43 0 34. 0 52 I 96 1 248 5 419 56 10 424 71 10 442 47 7 450 55 9 449 . 60 6 452 62 9 544 78 7 549 54 9 580 91 8 475 67 10 461 68 5 392 57 10 580 91 31 2125 285 1 4 0 0 1 0 0 0 0 0 0 0 4 0 • 1159 4 1204 10 1217 3 1202 3 1194 9 1278 1 1371 3 1423 5 1477 I 1262 10 1164 2 1075 4 1477 10 5549 10 :45 PM Peak Intersection Traffic in Pk. Hr. = 5549 :45 PM Hour Intersection Pdstrns in Pk. Hr. = 10 Peak Hr. Factor 0.94 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:3 0AM to 8:30 AM Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr (NB) Left Thru Right 1 1 I 1 1 220 3600 4000 0 split (Y/N)? N North Appr (SB) Left Thru Right 1 1 1 1 1 220 3600 4000 0 WestAppr(EB) Left Thru Right 1 1 1 1 1 1 230 3600- 6000 0 East Appr (WB) Left Thru Right 1 1 1 1 1 1 231- 3600 6000 1800 Are the East/West phases split (Y/N)? - N Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0,10 168 80 137 168' '217. 0 0.05 0.05 ' 0.00 0.05 0.60 LOS = Turning Movements at Intersection of : Time; to Date: Day : Name : Totals W -e s 3554 t A p P r 7:30 AM ' 8:30 AM 07/10/07 Tuesday Jason, David, Steve Sub- totals 931 1 249 2623 2243 131 Subtotals Total 124 50 79 124 129 0 0.03 0.03 0.00 0.03 A 249 2243 131 249 2374 0 0.07 0.40 0.00 0.40 79 683 160 79 683 160 0.02 0.11 0.09 0.02 Paseo Del Norte and Palomar Airport Road North Approach 253 t 79 50. J 1 _1 . \f. A V North *1 t 168 80 0 243 385 628 Paseo Del Norte 741 488 0 124u T — ]60 •"* 683 4- " r 137 Total Subtotals Sub- totals 922 17 2521 Palomar Airport Roa Totals 3443 E a A P P r South A.pproach Note : Left-turn volumes include U-turns, U-turns in bold. Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45PM Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr Left Thru 1 1 1 1 2 2 3600 4000 split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume •Utilization Factor Critical Factors 0.10 208 101 208 255 0.06 0.06 0.06 (NB) Right 1 0 North Left 1 1 2 0 3600 N • N 154 251 0 251 • 0.00 0.07 - Appr Thru 1 1 2 4000 144 425 0.11 0.11 (SB) Right 1 0 West Appr (EB) Left 1 1 2 0 3600 281 344 0 344 0,00 0.10 0.10 Thru Right 1 1 1 3 6000 1201 1377 0.23 i 0 Page 3 of3 ' East Appr (WB) Left 1 1 2 0 3600 176 279 0 279 0.00 0,08 Thru 1 1 1 3 6000 2125 2125 0.35 0.35 Right 1 1 1800 285 285 0.16 .u v ICU Ratio = 0.72 LOS= C. Turning Movements at Intersection of:• Paseo Del Norte and Palomar Airport Road Time: 4:45 PM to 5:45 PM Date: 07/10/07 Day : Tuesday North Approach Paseo Del Norte 1387 Total W " e s t A pr P r Na'me : Jason; David, Steve Sub- 281 Totals totals 1 «H 2633 A 4354 . 19 344 ' 1721 1201 -" — > 176 1 t *1 208 0 Subtotals 568 • Total 1031 676 144 1 t North t 101 463 0 251'u A1 — -4- J~T f^ '154 711 Subtotals Sub- totals Totals — 285 2125 2689 — 279 31 4326 1637 Palomar Airport Road E a s t A P South Approach • Note : Left-turn volumes include U-tums. U-tums in bold, RICK ENGINEERING TURNING MOVEMENT ANALYSIS Page I of 3 : Carlsbad rsectiouof: N/S Street: Armada Drive/Costco En trance EAV Street: • Palomar Airport Road nt Dale: '26/07 Day: Thursday Weather: Sunny File: 20071nt#22 .Data Collected by : David, Lance Traffic Control: Signalized .of 15 . prd. 5AM .)AM 5 AM 3 AM 5AM 0AM 5 AM * 0 AM * 5AM * 0AM * 5 AM 0 AM x. 15 min. Ur. Vol. 0 AM Peak 0AM Hour ' South Approach (NB) Left U-Trn Thru Right Peds 10 0 ] 5 1 14 0 0 8 0 ' 10 0 ' 2 11 0 ' 18 0 2 11 0 17 0 4 11 0 17 0 4 21 0 20 0 219 0 22 0 6 19 1 12 0 2 18 0 14 0 3 18 0 23 0 2-19 0 22 0 4 20 0 23 0 6 21 3 68 0 13 74 1 North Approach (SB) Left U-Tra Thru Right Peds 1 0 3 0 1 0 8 0 1 0 4 1 10 0 16 0 13 0 ~ 10 0 17 0 18 0 18 1 49 0 Intersection Traffic in Pk. Hr. =3821 .Intersection Pdstms in Pk. Hr. = 4 3 3. 1 220 640 5 6 1 040 470 470 670 480 4 6 1 2 9 2 5-12 0 6 12 2 18 28 1 'West Approach (EB) Left U-Trh Thru 7 I 211 11 2 248 13 2 279 29 2 429 19. 2 351 19' • 2 444 34 4 549 44 4 637 36 1 551 47 5 441 34 8 515 33 4 446 47 8 637 161 14 2178 Peak Hr. Factor 0.88 Right 11 13 13 .22 18 23 24 28 22 19 23 22 28 93 Peds 0 0 0 0 0 I 0 1 0 0 0 0 11 East Approach fWB) Left 4 6 .7 9 3 15 14 5 4 17 15 14 17 40 U-Tm Thru Right 0 153 11 0 174 16 0 175 34 0 182 48 0 20.7 28 0 190 40 0 224 40 0 213 74 0 222 41 1 231 39 0 209 32 0 201 33 ' 1 231 74 1 890 194 Peds 1 0 0 1 0 0 0 1 0 0 0 0 1 1 15 min Vehicles 421 499 557 771 665 791 951 1081 934 855 908 834 1081 3821 Total Peds 3 0 0 2 0 1 0 3 0 1 2 0 3 4 5 PM 10 PM 5 PM 10 PM 15 PM * )0 PM * 1 5 PM * SO PM * 15 PM )0 PM 15 PM JOPM ax. 15 min. :. Hr. Vol. 78 79 53 64 71 61 70 71 89 85 86 57 89 273 0 9 0 10 0 7 0 9 0 9 0 9 0 14 0 17 0 34 0 18 0 9 0 9 0 18 0 49 66 0 57 ' 3 54 0 • 57 . 0 66 0 59 0 58 0 48 1 53 0 64 5 60 0 37 0 66 5 231 1 40 1 65 0' .47 0 58 0 51 0 64 0 ' 76 0 53 1 40 0 42 ' 1 25 0 27 0 76 ' 1 244 ' 1 12 24 17 34 14 43 12 31 14 30 12 ' 43 16 79 8 48 10 33 18 30 15 25 11 32 18 79 50 200 0 19- 0 18 0 17 0 26 0 • .18 0 16 0 30 0 20 0 28 0 25 0 24 0 19 0 30 0 84 5 290 29 11 287 29 8 276 19 11 262 22 8 328 22 13 288 23 12 355 ' 27 8 305 28 14 312 25 9 264 30 ' 10 212 25 14 250 23 14 355 30 41 1276 100 0 46 0 35 0 43 0 38 0 53 0 38 0 32 0 64 0 45 5 49 1 56 0 47 5 64 0 187 0 343 19 0 341 27 0 400 11 1 446 23 2 456 25 0 453 29 1 494- 28 0 522 17 0 430 23 2 383 26 0 375 17 0 319 9 2 522 29 3 1925 99 0 0 0 0 ' 2 0 0 0 0 0 0 0 2 2 981 0 1010 3 992 0 1070 0 1153 2 1108 0 1292 0 1210 t 1116 0 1046 10 939 1 854 0 1292 10 4763 3 30PM Peak Intersection Traffic in Pk. Hr. =4763 30 PM Hour Intersection Pdstms in Pk. Hr.. = 3 Peak Hr. Factor 0.92 Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 A . Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane Inside 1 Config- (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity South Appr (NB) Left Thru Right 1 1 1 1 2 1 0 3600 2000 0 North Appr (SB) Left Thru Right 1 1 1 1 2 1 1 3600 2000 1800 West Appr (EB) Left Thru Right 1 1 1 •1 1 1 2 3 1. 3600 6000 1800 EastAppr(WB) Left Thru Right 1 1 1 1 1 1 3 1 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? ' N Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0.10 68 13 74 69 87. 0 0.02 . 0,04 0.00 0,04 0.53 • ' LOS = 49 18 28 49 18 28 0.01- 0.01 0,02 0.01 A 175 2178. 93 175 2178 93 0.05 0.36 0.05 0.36 41 890 194 41 890 194 0.02 0.15 0.11 0.02 ) Turning Movements at Intersection of •; Annada Drive/Costco Entrance and Palomar Airport 'Road Tim'e : to Date: Day : Name : Totals , W e s 3446 t A ; p" P r 7:30 AM 8:30 AM ' 07/26/07 Thursday David, Lance Sub- totals 1000 14 175 2446 2178 Subtotals Total North Approach 95' 28 18 • J 1 _f =t 1T North *1 t 68 13 0 151 155 306 Armada Drive/Costco Entrance 463 368 0 49V T 194 ... -4 890 r 41 . T r 74 Total Subtotals Sub- totals ' 1125 1 2302 Palomar Airport Ron u Totals 3427 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk.Hr. Time Period : 4:30 PM to 5:30PM Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr (NB) North Appr (SB) Left Thru Right Left Thru Right 1 1 1 1 11 'I 1 2 10 2 1 1 3600 2000 0 3600 2000 1800 split (Y/N)7 N West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right 1 1 1 1 ' 1 1 ] 1 1 1 1 231 131 3600 6000 1800 1800 6000 1800 Are the East/West phases split (Y/N)? ' N . Efficiency Lost Factor •Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0,10 273 49 231 245 50 200 273 280 . 0 245 50 200 0.08 0,14 0.00 0.07 0.03 0.11 0.14 0.07 0.66 LOS= B 125 1276 100 190 1925 99 125 1276 100 • 190 1925 99 0.03 0.21 0.06 0.11 0.32 0,06 0,03 0.32 i Turning Movements at Intersection of : Armada Drive/Costco Entrance and Palomar Airport Road Time : to Date : Day: Name : •Totals ' - w e s 3940 t A pr P r 4:30 PM 5:30 PM North Approach 07/26/07 Thursday David, Lance . 495 Sub- ' 200 50 totals 1 I <-• Y 2439 A 41 125 ' 1501 . 1276 >• t 100 1 1 T North -<h 4 273 49 0 Subtotals 337 553 Total 890 Armada Drive/Costco Entrance 728 . Total 233 Subtotals 1 245 ' Sub- 1 totals H^ T- 99 "* 1925 • 2214 I 19° 3 • T 1754r 231 Palomar Airport Rofl Totals 3968 E a s t A P P r South Approach Note : Left-turn volumes include •U-turns. U-turns in bold. J * RICK ENGINEERING TURNING MOVEMENT ANALYSIS Page I of 3 •: Carlsbad [•section of: N/S Street: College Boulevard/Aviara Parkway E/W Street: Paloraar Airport Road nt Date : -'26/07 Day: Thursday Weather: Sunny File: 2007Int#24 Data.Collected fay : Raul, Alfonso Traffic Control: Signalized of 15 . prd. ? AM )AM i AM ) AM 5 AM ) AM 5 AM * D AM * 5 AM * D AM * 5AM 3 AM x. 15 min. Hr. Vol. South Approach (NB) Left U-Tm Thru Right 8 0 16 0 14 0 37 0 32 0 31 0 59 0 59 0 51 0 28 0 40 0 39 0 59 0 197 0 14 10 14 24 22 19 42 37 52 24 S3 37 110 72 144 114 143 ' 66 105 45 96 53. 100 54 144 114 502 297 Peds 0 0 0 1 0 0 0 0 0 0 0 0 1 0 North Approach (SB) Left 1 5 15 8 8 9- 25 15 26 17 14 10 26 83 • U-Tm Thru Right 0 3 11 0 2 20 .0 12 15 1 13 23 0 15 29 0 22 42 0 23 33 0 ' 24 18 0 49 36 Q" 24 23 ' 0 ' 26 25 0 23 35 1 49 42 0 120 110 Peds 1 ^0 0 0 0 0 1 0 0 0 0 0 1 1 West Approach (EB) Left' U-Trn Thru Right Peds 44 0 .128 7 0 46 0 159 19 0 36 0 192 10 0 95 1 309 .19 0 95 2 195 11 0 119 0 342 15 0 116 1 326 22 0 166 1 389 24 0 124 0 313 40 0 152 0 302 25 0 95 0 219 11 0 136 1 306 20 0 166 2 389 40 0 558 2 1330 111 0 East Approach (WB) Left U-Trn Thai Right 5 0 10 0 .19 0 17 0 .20 0 21 0 50 0 34 0 33 0 38 2 23 I- 31- 1 50 2 155 2 136 3 191 4 227 S 201 10 213 10 183 11 256 22 214 19 197 20 181 17 205 18 198 14 256 22 848 78 Feds 0 2 0 0. 0 0 0 0 0 0 0 0 2 0 15 min Total Vehicles Peds 370 1 510 2 589 0 813 1 706 0 915 0 1115 1 1221 0 1098 0 959 0 826 0 968 0 1221 2 4393 1 DAM Peak Intersection Traffic in Pk. Hr. = 4393 0 AM Hour Intersection Pdstrns in Pk, Hr. = 1 Peak Hr. Factor 0.90 5 PM 0 PM 5 PM. 0 PM 5 PM * 0 PM * 5 PM * 0 PM * 5 PM 0 PM 5PM 0PM x. 15 min. Hr. Vol. 0 PM Peak 0 PM Hour 49 0 22 13 0 19 26 0 24 26 0 13 36 0 17 27 0 24 42 0 20 32 0 18 40 0 35 28 1 15 33 0 33 30 . 0 15 35 0 27 30 0 22 33 0 31 16 0 22 28 0 24 16 0 13 32 0 30 15 0 7 29 0 13 15 0 12 34 1 17 14 0 5 49 I 35 32 1 24 141. 0 126 104 ' 1 74 Intersection Traffic in Pk. Hr. = Intersection Pdstms in Pk. Hr. = 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4977 1 45 70 48 71 69 86 61 89 81 116 83 113 123 135 126 148' 90 124 78 86 62 100 42 93 126 148 413 512 . PeakHr. 0 36 0 -33 0 41 0 30 0 32 0 36 0 35 0 27 0 33 0 38 0 22 0 24 0 41 0 130 Factor • 1 0 0 3 0 0 0 1 0 0 0 0 3 1 0.95 201 44 275 75 240 89 241 67 344 88 287 99 315 83 282 88 285 80 ' 256 65 225 50 181 6-5 344 99 1228 358 0 23 0 27 0 43 0 38 0 52 0 63 0 62 0 56 0 49 0 62' 0 59 0 53 0 63 0 233 0 1 0 0 1 0 0 0 2 0 0 1 2 1 288 38 289 21 320 25 378 24 . 379 18 376 18 412 29 401 23 379 10 305 18 377 11 264 11 412 38 1568 88 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 849 0 929 0 1017 0 1043 0 1229 1 1186 0 1308 0 1254 0 1133 0 992 0 975 0 805 0 1308 1 4977 1 College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr, Time Period : 7:3 0AM 8:30 AM Lane Config - urations to Inside (left) Outside Free-flow Lane Settings Capacity South Appi Left Thru 1 1 2 1 3 1. 4 ' 1 5 6 7 2 2 3600 4000 Are the North/South phases split (Y/N)? (NB) -RlH!± 1 1 . North Left 1 1 1800 1SOO N Appr Thru 1 0 0 (SB) Right 1 1 2 WestAppr(EB) Left 1 1 2 3600 3600 Thru Right 1 1 1 1 3 1 Page 2 of 3 East Appr (WB) Left. 1 1 2 6000 1800 3600 Thru 1 . 1 1 f\j 6000 Rieht 1 1 1800 Are the East/West phases split (Y/N)? Efficiency Lost Factor 0,10 Hourly Volume ' 197- 502 Adjusted Hourly Volume 197 502 Utilization Factor 0.05 0.13 Critical Factors N 297 297 0.17 0.17 83 83 0.05 0.05 120 0 0.00 110 230 0.06 560 560 0,16 0.16 1330 1330 0.22 1.11 111 0.06 157 157 0.04 848 848 0.14 0.14 78 78 0.04 ICU Ratio = 0,62 LOS= B Turning Movements at Intersection of: College Boulevard/A.viara Parkway and Palomar Airport Road Time; 7:30 AM to 8:30 AM 'Date: 07/26/07 Day: Thursday Name: Raul. Alfonso North Approach W "e s t A P P r Sub- Totals totals • 1157 3158 2 2001 560 1330 111 A - ' Subtotals Total 386 110 313 120 College Boulevard/Aviara Parkway 1451 0 83 1138 u 197 0 1382 t North t r 502 297 996 t_78 848 157 Total Subtotals Sub- totals 1083 1712 Totals 2795 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 4:30 PM 5:30PM Lane Config -. urations to Inside (left) Outside 1 2 3 4 5 6 7 South Appr Left Thru 1 1 1 1 (MB) Right 1 Free-flow Lane Settings Capacity Are the North/South phases 2 2 3600 4000 split (Y/N)? 1 North Appr Left Thru 1 1 1 0 1800 1800 0 N (SB) Right 1 1 2 West Left 1 1 2 3600 3600 Appr Thru 1 1 1 3 6000 (EB) Right 1 1 East Appr Left Thru 1 ] 1 1 1 2 3 (WB) Right 1 1. 1800 3600 6000 1800 Are the East/West phases split (Y/N)? Efficiency Lost'Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors N 0,10 141 1.41 0.04 0,04 126 126 0,03 104 104 0.06 74' 74 0,04 413 0 0.00 512 925 0.26 0.26 131 131 0.04 0.04 1228 1228 0.20 358 358 ' 0.20 234 234 0.07 1568 1568 0.26 0.26 0.05 ICU Ratio = 0.70 LOS= B Turning Movements at Intersection of: College Boulevard/Aviara Parkway and Palomar Airport Road Time : 4:30 PM to 5:30PM Date: 07/26/07 North Approach College Boulevard/Aviara Parkway W e s t A P P r Day : Thursday Name : Raul, Alfonso Sub- Totals totals 2222 3939 1 131 • 171.7 1228 ' 358 • Subtotals Total 512 J 11 >• 1T *"]. 141 0 1004 1375 999 413 1 t North t 126 371 1343 0 74u • A1 -4- j~• V r 104 Total 344 Subtotals Sub - totals Totals — 88 — 1568 1890 — 234 1 3297 1407 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. LOCATION: PASEO DEL NORTE/TIP-TOP MEATS NORTH DRIVEWAY DATE: JULY 31,2008 DAY: WEDNESDAY WEATHER: CLEAR COUNT BY: SK TURN MOVEMENT SBLT NBRT WBRT WBLT AM TIME 7:30-7:15 3 4 1 1 7:15-8:00 4 1 3 1 8:00-8:15 1 1 2 0 8:15-8:30 2 1 4 3 TOTAL 10 7 10 5 32 TURN MOVEMENT SBLT NBRT WBRT WBLT PM TIME 4:30-4:45 2 0 2 0 4:45-5:00 3 1 5 2 L_5:00-5:15 3 3 4 3 5:15-5:30 2 1 4 2 TOTAL 10 5 15 7 37 >*,,<, i - • . . • • Note: The North Driveway is the minor driveway into the front parking lot. The larger and wider South Driveway serve the entire parking area and is wide enough for two-way traffic. ThejGrgen_Dragpn Tavern Driveway will not align with..thLsJocatinn. but it is the closest driveway on the East side of PDN that is nearly in alignment. <fll< w,-!-.' "'I-'"""* Auuw ^v-Ttf 9<P-o^<-~l S No| ^56^ ^UcJ^P \0 A../aO vu'-i-(_ /^^^ *7 The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 APPENDIX B Existing Plus Project Conditions Levels of Service Worksheets 001208 B 001208-Report_C.doc (NOT SO) BRIEF GUIDE OF VEHICULAR TRAFFIC GENERATION RATES FOR THE SAW DIEGO REGION APRIL2002 •101 B Street, Suite 000 Son Diago, California 92lot (010)585-5300 • Fax (619)595-5305 NOTE: mis llsung only ropresenls 0 gUI<l« pi evarono. or osllmolad. Halite genornllo,. "drivewoy" roles rail samo »eiy oono.nl Uln dole lor land USB= [emnhosls on nciengo ontl building mini, laolooo) lit till! Sun Dioun loijloil. These [ales (bolli local and nelionol) aia subiocl to chongo as luluto documentation becomes available, or as iQglonal souicos arc updated Fnr more specilic inlonnnlion rogaiilintj Irallic dan onil nip rolos, pleaso inlor lo Ilio San Diego Trnllic Generators manual. Always altaclt uiltli local /urisillctions for tlmir iirafarrarl or applicable rates TRIP CATEOOnlES fPIHMAnY:DIVEnTED:PASS.[iYl'' ESTIMATED WEEKDAY VEHICLE TRIP GENERATION RATE (DI1IVEWAYJ HIGHEST PEAK MOUfl S l|ilUB IN:OUT rullol TRIP LENGTH "'""""I OHIO.«a o A.M. aalwami 3:00.0:30 P.M. fMII.nl* AGRICULTURE |0pen Space).. AinponT Commercial General Avinlion Holipotls AUTOMOBILE' Cm Wash Automatic Sall-seivo Gnsulinn with/Food Marl wilh/Food Mori 6 Car Wnsli Older Service Station Design Soles (Doolar Et Rapnit) Auto Repair Comer Aulo Polls Sales Quick Lube Tiio Slore CEMETERY CHURCH (or Synagogue) ...[DO: 10:2| .... [70:20:2] ...[21:131:20! ...(51:20:11) COMMERCIAL/RETAIL' Super Ronianal Shopping Center(More titan 00 acres, mole than1)00.000 sq. II., w/tramlly 3-1- majoi stores}Regional Shopping Center..- [54:35:11) (10-SOacres. 100.000-800,000 st|. It., w/usuolly 2+ major stores)Community shopping Center [47:3 1:22) (15-10 acres. 125.000-400.000 sn.. II. w/iisually 1 molar stole, tletecliedreslaurom(s), Qtocety ana nrugstoiei Neighborhood Shopping Center (Less than 15 acres, less Ihan 125.000 sq. It., w/iisua)ly groceiy B diugaloie, claeneis. beauty & barbei shop, & last looil saivlces) CoimiiGiclol Slions 145:40:151... Specially Retail/Strip Commercial Factory OullslSupermarket Oiugslore Convaniance Markol (IS- 1 6 hours] Convenienco Market (2<) hours) Convenience Moiket (v//gasollne pumps) Discount Club Discount Store FtimiliiiQ Store Lumhet Stole Homo linpiovQinent Supeistoie Haiilwaie/Puinl SloteGaiden NuisoryMixed Use: Commoiclo! (w/supormaikalt/Hcsidential EDUCATIONUnivorsily (4 yoors) Juitior Collage (2 -years) l-linh SchoolMiihlle/Junini High Elcinenlaiy. Dny Com .. [91:9:01 .[92:7:11.[70:19:01.[63:20:12) .|B7:25:10| .[20:50:14) FINANCIAL5 Dank (Wolk-ln only) with Dfivc-Tluouuli Orivc-TluoiKjIi only Savings & Loua Diive-Tlirourjh only ,.135:42:23) HOSPITAL Gennral ConvulescBnt/Muising INDUSTRIAL Indusliial/Ousincss Polk (coinmctcitil i Indusuiol Poik Ino commciciall Inlluslriol Plonl Imuliiiilo shins) M.lnul.icliiiiiirj/AssBmbly Wnichuusincj Sloiogc Science Rcseaich & Development Londlill 6 Recyclinrj Centgr ..[73:25:2) diid.JI... (79:10:2) (92:5:3) GO/ocre. 100/lliglll. 70/1000 sq. II.' " G/ocia, 2/llighl, 0/basod aiicialf " 100/acia" 900/sllo. 600/acie" 100/wash stall" 100/vehiolo fueling space" 1 US/vehicle fueling space" UiO/vehlcia fueling space. DOO/sUllon" 50/1000 set. It., 300/acle. 60/seivicc slalf 20/10OO sn. It.. 400/acie. 20/soivice clolf60/1000 si|. II. " 40/seivice stall"25/1000 sq. It., 30/soivlco sloll" 5/acre' 9/1000 sq. II.. 30/acre" Iquodruolo rales lor Sunday, or days ol assembly) 35/1000 sq. ll.,c 400/acie' 60/100D sq, lt..c BOO/acie' 00/1000 sq, II.. 700/aor.' " 120/1000 sq. »., 1200/acro' " 40/1000 sq. II.. 400/acio' —OOi'1000-sq-.-lf 40/1000 sil.lt."150/1000 sq. It.. 2000/0010' "90/1000 sn. It." BOO/1000 st|. II." 700/1000 sq.ft." 050/1000 sq. II., 550/vehlclo fueling space" 00/1000 sq. It.. 000/ocio' " 00/1000 sq. It.. 000/OCIO" 0/1000 sq. It.. 100/ncio" 30/1000 sq. It.. 160/ocie" 40/1000 sq. II." 60/1000 sq. It.. OOO/acio" 40/1000 sq. It.. 90/ocio" M10/I000sq. II., 2000/acio'(commeicial only) IG/ilwotling unit. 200/oclc' (losldonlial only) 2.4/sluilont. 100 ocie' t.2/sluit8nt. 24/1000 sq. It.. 120/ocio' " t.3/sludenl. 15/1000 sq. II, GO/ocio' " 1.4/sludoul. 12/1000 sq, II. GO/ocio" l.G/slutlBilt. 14/1000 sq. It., 90/ocia' " 6/chiid. UO/1000 sq. It." 150/1000 st). II., 1000/acia1 " 200/1000 sq.lt.. 1500/ocio' 250 [125 one-woy)/lono' 00/1000 sl|. II.. 000/ocio" 100 (GO ono-wayj/lano" 20/bed, 2G/1000 sq. It., ,250/ocre1 3/bod" 10/1000 sq. II.. 200/ncio' " 0/1000 sq. II.. 90/acio" 10/1000 sq. It.. 120/acio' 4/1000 Sll. II.. 50/acio" 5/1000 sq. It.. 00/acin" 2/1000 sq. It.. 0.2/voull. 30/acic' 0/1000 sq. It.. 00/acie' 0/ncic IOVEHI 5« (0:4) 911 (7:3) 411 (5:5) 4ft (6:6) 7!1 (0:6) OH (5:6) 7U (0:5) 5% (7:3) D« [7:3) 4% 7% (0:4) 7% (6:4) 5'.l (6:4) 4!1 (7:3) 411 (7:3) 4% (fi:4 J 411 (6:4) 0% (5:5) 1511 (5:0) 9% (5:5) 0% 15:5} Oil (5:5) 9« (5:5) Dtt (5:5) 0% (4:0) 1 111 (4:13110% 1011 (5:5) 11H (5:5) B'.', (5:5) 10% (5:5) 9% (5:6) ion (5:51 10% (5:5) 3% 3% 4% 411 OH 911 GH 1T. 3% « 711 5% 2« 311 3% Bll ion 1211 2011 3011 3211 1711 411 Sll3n 211 <1S 8% 711 1211 1111 M •! I9!t 13!!G;I 1GU 1 111 tGrt) (7:3) (7:3) (»:•»)(6:5) (!:S) (5:3)(7:3) |6:'l) (7:3) (0:1) (B:1) (6:1) (0:1)(0:<1) (3:7) (0:2)[0:2) (7:3)(0:1) (0:1) (5:6) (7:3)|0:<1) (5:5) (7:3)(6:<1) [0:21 |9: 1)(0:2) (0:1) (7:3) (0:5) [3:1) 15:0) 911rwr 91110111011B".: 711 711 911 Oil 3% 9% Oil 911 10% 911 13% 9% 911 1011 911 9% IH11 0% 10% 1311 911 15% 1011 7*1 12% 1211 1511 2011 1511 an 1'1% 1 Oil (5:5) 1 (SSI 15:51 (0:5) (5:51 (G:fi) (5:5) (5:5)(5.0) (6:51(5:5) [5:5) (5:0) (5:51 |!i:G| (5:5) (6:41 (3:7) |0>l| (4:0) (.1:0)- (4:0) (5:6) (4:0) (0:5)(5:5) (4:6) ' (4:G| (2:0) I2-.0) (3:7) (2:B)(•1:0) I5-.5) (1:3] (4:0) 0.99.0 4.0 5.0 3.4 3.7 S.O II.) Pnrinitns. Escondido. Imperial Beacli, La Mesa, Lemon Giove, National City, TRIP CATEGORIES ESTIMATED WEEKDAY VEHICLE TRIP GENERATION RATE (DRIVEWAY) LIBRARY .. LODGING. I loisl Ivi/coiii'dniion la Moid Hasan Holal Business Holal ..[44:44:12] [611:30:41 MILITARY GO/1000 sn.. It., 400/acrfl" 10/OGCll|!iail loom. 300/acre 9/occuiiiad room. 200/acre1 B/occuiiiad room. 100/ocro' 7/occitpled room" ...[D2:10:2| 2.5/ilillilnry B civilian personnel' (77:19:4) |0 2:10:3) ...[50:34:101 OFFICESliintlard Commurciiil Olfico — (less Illtin 100.000sil.lt.) Latrji! (High-Hisa) Cnminarcial Ollico (mora Inun 100.000 sr|. It.. 0 I- Slmius) Olliet! Pail: [.100.0001 ill. II.) Single Tanunt Otficu Corporato lluarkiuurlorsGovuiumnnl (Civic Cumur) Post OHica C»mral/Wall:-ln OnlyComiminily (nol including mail drop land) Cuminunily |vj/«iliil iliop lanu) Iduil Drop Lena only Department ol Motor Vehicles MudicBl-Donlal (60:30:10) PARKS [06:20:61 City (developed w/maeling rooms and spans laciliiies) Regional (developed) Mdinlibailiood/Coiinty (tnulevoloped) Slats (average 1000 acres) Amusement (Theme) San Diago Zoo Sea Wailtl (52:33:0) 20/1000 sn. It.." 300/ocrtl' 17/1000 sr|. ll.,° ODD/ncro' 12/1000 sq.ll.. 200/ocre' " 1/1/1000 iq. II.. 100/iicro' 7/1000 sn. II.. 110/Mro' 30/1000 sn. II." 00/1000 sq. ll." 200/1000 sq. II.. 1300/aora' 300/1000 sq. It.. 2000/acre' 1000(760 oiia-woyl/lano' 100/1000 sq. It.. !)00/acr«" 00/1000 sn. II.. 000/ucre' 60/ncro* 20/nere'B/acre (odd far spocllic snorl uses). G/|)Icnic slle' 1/acro. 10/plcnlc site" BO/acro. 130/ncra (summer only}" 115/acre* 00/acre' GOO/1000 II. shoreline. Go/ante1 50/1000 It. slioruline. &/acra' 30/1000 sq. ll.. 300/acre. 30/lana " 4/cainpsllt;" 7/acre. 40/liole. 700/conrsa* " 70/ocre. 14/tea box' 4/bBfih. 20/ocre' " 90/QCte 30/1000 sn. I'.. 300/ocre. 40/onifC 10/acfa, 30/courl" IIIG-MEST PEAK HOUR Sli {plim 1N:OUT ratio) 0% (13:4) 9% (0:41 7'li (4:0) S-.(, (6:4) 10i: (2:0) 13% (2:01 1411 (2:0) 13% (2:0) 1311 (2:11) 1011 (1:9) 1211 (3:7) 711 911 (0:6) 10% (5:6) 1211 (5:51 1011 (4:G| 1 n (3:7) till (11:4) Gil 14:6) Oil |li:4) (111 (4:0) Dll (9:1) 1411 (D:l) 1311 (9:11 1!I11 (9:1) 1511 (8:11 1711 (9:1| 911 (9:1) Gil 0% (6:4) 711 (5:5) 711 (G:o| Ml |B:4) 6% 10:2) 411 1311 (5:5) 711 (7:3)n 711 (B:2| 3% (7:3) 311 (3:7) 211 4T. (6:4) 5% _.. igli turnover Fast Food (w/diive-tltrotigh) Fust Fooil (without (Irive-llimtlgh) Delicatassan (7em-4|iin) THANSPORTATION Oua Depm Truck Tumiinal Wnlerpoit/Marine Tatminut Transit Stnlion (Licjltl Rail w/parking) Perk Ei Hide Lois G50/1000 sq. II.. ZD/tBBI. 3000/ncra' 700/1000 sq. It." 150/1000 sq. II.. 11/aeol' 25/1000 sq. It." 10/1000 sq. It.. 7/bny. 00/ecre" 170/bmlh, 12/acte" 300/acre. 2l"/parWng space (I/occupier!)" 400/acro (000/poved aero). r5/porking spoco (n/occu|iifirl)' " 911 (4:0) 1411. (7:3) 1411 (7:3) (1% RECREATION Ocean or Bay Bericlr. Lokfa (Iresh warer) Bmvling Comer Canipgrminrl Goll Cot»E6 Driving RaiiQe only MacinDS Mulii-pnipose [mininlure goll. uhleo arcade, bnlling RaccirmlbHll/Hoailh club Tennis Courts Spons Fncililios Ouldoor Siodmm Indoor Arena Racetrack Tlmatais Imtilliplax vj/malinea) 50/acre, 0.2/saa!' 30/acra. 0.1/soal' 40/acra. O.Q sear 00/1000 sq. It.. 1.B/seai, 360/scruon* HESIOENTIAI Esiaie. Urban 01 Rural 1-2 DU/acrel Slnole Family DBincheH (average 3-6 DU/ocie) ComlominmmIn onv mulli4amily 6-20 DU/acre) APror1"»"y"muUI-iamllyi.nils more then 20 DU/.cre] Miliiary Housing (oil-base. muliHamily) (lass Dion 0 Oil/acre) (6-20 OU/ane) Mobile Hoina Family Adulls Only il Commtrnity ConorcuotB Cure Finality 12/dwelting unit'" 10/dwsllina unlf" B/dwelling unil'" 6/dwelling unil'" 8/dwalling unit G/clwclling unit 1 111 (0:4) 10% (0:4) 711 (6:01 nil (E;B) Oil (3:71 911 (3:7) ulii (4:13) 4% (0:4) 6/dwelling unit. 40/acra 3/dvialling unil. 20/acre 4/tlwelling unil" 2.5/dwBlling ui\ll" 100/lOOOsq. ll.. 3/seat. BOO/acie' (5:51 0% (6:4) 11% (4:0) 0% 9'.i (3:7) 0% (6:51 7°.l (0:41 G% Sll |B:-1) 1111 (5:6) OH (0:4) 1011 (7:3) 10W (7:3) 10% (7:3) 3% (7:3) ' Oil (5:5) IBS (3:7) 16% (3:7) 3.0 7.G O.H 10.0 11.0 B.O O'l 0.4 0.1 7.9 alien* SANDAG ft CALTHANS studios, reports omi emtmuu (dralt 5AIIDAG Analysis of Trip Divotsian, roviyuu Movaniuui, luuui. prtlUAnv • one iri|> diiocilv Uuiwiifln oriuiti und primary dtisunnlion.DIVERTED • ImUd trip (huvint) onn 01 moio Slops nlonu Ilia vvay ID > primary deslinaiion) wll< PASS-BY - undivatintl ol divuned < 1 mile. ' Trip lunDllis are avemrje weigluud lor ail trips to ind Iront o>"Q ' FilutlcunBiquniiiir. UITI - 0.502 ln|«| t e.S'llil T _ w ° Filled cut v« anna lion: Ln(TJ - 0.7B6 Ln|x) + 3.950 } " F ral land USH siie. (All irips sv*i«nvwidc taliripj.x- 1.000 sq.ll. :oinparod to diroct ilista D Unrjlll - G.S nillos) - iiipc/OU. U - density |DU/ac(e). DU - dwBUbig unit•iiudciii»e«tricauon: t --2.160 Ln(d) + 12.05 '" """' • ,„, ,,,„,„,, .nliiciUiiu only ' Trip nainiclinu • In order to liBln promolo regional -small growtl'iunnesled PASS-BY |undinil>d 01 divo.i.d <t ™l=l P"«nlaoes lor IMP is • Mira actoo.vlvjg. s.nOl.go's .xp.nuinj ni»s unniii niimn. coiS" M p.* P»I«I inasod on combination ol local d,,a/r...«« ,nd Oil»r ^.^ ^ (j|i ,„„,„.,-,„„, ,„,,„ Ooc,,,n.m..,on and ..c. COHUEnCIAl/nETAII. .„,. ,<liuiinnnlito.peatp.iiolli|.Tmlolto»iin|Bitloniiexoiiinl.«. ig Center CDinmuinylleioliuorliooil ' Siwcioln- RdliiH/Siiin Co: SupoiniuikuiConvcniimci.' MaikutOiicoiini Ctiili/Siorn FIHAIICIW.Bint:AUTOl.tOBILE 30'.; 25% 60% (It A &'.'• daily trip radnciion lor land uses v/iih irinsli acr.css iranxit staiiuni accusvtUle within 1/-1 mile. 121 Up lo lOtl dnily nip rednciion lor mixed-lisa dfveloprnunisntsUentuI anil conwnuicial letuil UIB contUinod (ilcnnnitUd splii ol wulklno uipu 10 replocu vehicular trips}. 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane Inside Config - (left) urations Outside Free-flow Lane Settings Capacity 1 2 3 4 5 6 7 Are the North/South phases Are the East/West phases Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume South Left 0 • 0 Appr (NB) Thru 0 0 split (Y/N)? split (Y/N)? 0.10 0 . ° 0 0 Right 0 North Left 1 1 2 0 3600 N N (A^ 0 965 0 965 Appr (SB) Thru Right 1 0 1 West Appr (EB) Left Thru 1 1 1 0 . 3 0 1800 0 6000 ^_-> 0 292 0 457 0 292 0 538 Ripht 1 0 East Appr CWB) Left Thru Right 1 1 1 020 0 0 4000 0 ) • (.y^) rjif"2-) 81 0 ^483 V238' 0 0 483 0 Utilization Factor Critical Factors 0.00 0.00 0.00 0.27 0.00 0.16 0.00 0.09 0,00 0.00 0.12 0,00 0.00 0,00 0.27 0.00 0.12 ICU Ratio = 0.49 LOS= A . Turning Movements at Intersection of;1-5 Southbound Ramps and Palomar Airport Road W -e s t A pp r Time: 7:30AM to 8:30 AM Date:. 07/10/07 Day: Tuesday Name: Raul, Alfonso Totals 1313 Sub-' totals 775 538 North Approach. 0 457 81 Subtotals Total ' 292 81 0 0 81 1257 0 J I North A 0 0 1-5 Southbound Ratnps 1495 0 . 965 238 238 48 0 Total Subtotals Sub- totals 721 1422 Totals 2143 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Y 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 (JflStV^ Pk. Hr. Time Period : 5:OOPM to 6: 00PM Lane Inside 1 Config - '(left) 2 urations ' 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr Left Thru 0 0 0 0 split (Y/N)? Are the East/West phases split (Y/N)7 Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0.10 0 0 0 0 0.00 0.00 0.00 (NB) Right 0 North Appr (SB) Left 1 • 1 2 0 3600 N • N 0 594 0 594 0,00 0.17 0.00 0.17 Thru 0 0 0 .0 0.00 •x" Right. 1 1 West Appr (EB) Left 0 1800 0 158 0 158 0 0.09 0.00 0.00 Thru 1 1 1 3 6000 f J^\769 1019 0,17 Right 1 0 East Appr Left 0 0 0 t250 0 0 0 0.00 0.00 Thru 1 1 2 (WB1 Right 1 0 4000 0 A^0"5 91.9 919 . 0.23 0.23 ( V^^1196 0 0.00 «x- 1CU Ratio = 0.50 LOS= A Turning Movements at Intersection of:1-5 Southbound Ramps and Palomar Airport Road Time; 5:OOPM to 6:00 PM Date: 07/10/07 North Approach 1-5 Southbound Ramps W "e s t A P P r Day : Tuesday Name : Raul, Alfonso Sub- Totals totals 1077 2096 0 0 - 1019 769 ' 250 • Subtotals Total 4 158 J A1 — KYT)V— 1Y «-| 0 0 250 250 1948 752 0 0 594 I U&^ T1 A ^ 1 r— North Y t r 0 0 0 Total 1196 Subtotals Sub- totals Totals (LO.O) 1196 919 QH°) 2115 0 0 3478 1363 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include 1-5 Northbound Ramps at Palomar Airport Road^ Lane Configuration for Intersection Capacity 'Utilization Pk, Hr, Time Period : South Appr (NB) 7:30 AM to 8:30 AM Left Thru Right Lane Inside 1 Config- (left) 2 1 1 uralions 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 012 North Left Appr (SB) Thru Right 0 Capacity • ' 0 2000 3600 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? . N , Efficiency Lost Factor 0.10 (j^\ Hourly Volume 1.47 1 1374 0 Adjusted Hourly Volume 0 148 1374 0 Utilization Factor 0.00 0.07 0.38 0,00 Critical Factors 0.38 0,00 0 0 0 0 0,00 0 West Left 1 1 0 1800 / ( 0 73 0 73 0,00 0,04 Page 2 Appr (EB) Thru Right^ 1 1 1 3 0 of 3 East Appr (WB) Left . Thru 1 1 1 0 3 6000 0 0 6000 >JflJf) r. ^ "1338 0 0 554 1338 0 0 554 0.22 0,00 0.00 0,09 0.22 0,00 Right 1 1 • 2 3600 r ._> 455- •455 0.13 1CU Ratio = 0.70 LOS= B Turning Movements at Intersection of :1-5 Northbound Ramps and Palomar Airport Road Time ; 7:30 AM to 8:30 AM Date; 07/10/07 North Approach 1-5 Northbound Ramps W " e s t A p p r 'Day : Tuesday Name : Dolores, Lance Sub- Totals totals 701 2112 0 73 ~ 1411 1338- 0 ' - Subtotals Total 0 J T1 K Q-3-A) 1T *1 147 0 0 1522 0 0 1 A. North t 1 1522 529 0- 0 U (V5>)41 (•V5)n«- r~T rXfr-lt 1374 Total 529 Subtotals Sub- totals Totals — 455 ~ 554 1009 ' —00' • 3721 2712 ) Pfilomar Airport Rond E a s t A P P r South Approach Note : Left-turn volumes include Tl t-,,,-,-,,. T l.fiirnc in hnlH .<? 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period ; 4:45 PM 5:45 PM Lane Config - urations to Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings Capacity South Left 1 0. 0 Appr Thru 1 '1 2000 (NB) Right 1 1 2 North A.ppr (SB) Left Thru Ripht 0 0-0 West Appr (EB) Left 1 1 3600 0 0 0 1800 Thru Right_ 1 1 1 3. 0 East Appr Left Thru 1 1 1 0 3 fWB) Right 1 1 2 6000 0 0 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? - N Efficiency Lost Factor 0.10 A Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 102 2 668 0 00 0 104 668 0 00 0.00 0.05 . 0.19 0.00 0.00 0.00 o.ig^o.oo 0,75 ^ LOS= C i--"""" Turning Movements at Intersection of : ' 1-5 Northbound Time: to Date : • ' Day ; Name : Totals . W "e s 3175 t A. P P r 4:45 PM 5 :45 PM North Approach 07/10/07 Tuesday Dolores, Lance 0 4 Sub- 00 totals 1 1 •«H T 1839 A ' 0 243 ' -v 1336 1093 m-^ / T 0 -T 1 T North i•4-1 A 1 | 102 2 0 Subtotals 0 772 Total 772 243 1093 0 0 M737 1053 243 1093 0 0 1737 1053 0.14 0.18 0.00- 0,00 0.29 0.29 0,1 4 1/- 0.32 i^ Ramps and Palomar Airport Road 1-5 Northbound Ramps 1298 Total 1298 ' Subtotals 0 0 Sub- U totals (\-i\\ T — -1053 ^rS'^ 1737 2790 r 0 0 T 1761 p>^-\*\") 1 668 Palomar Airport Re Totals, 4551 E a s t. A P P r South Approach Note : Left-turn volumes include Paseo Del Norte at Palomar Airport Road V_ Lane Configuration for Intersection Capacity Utilization Pk, Hr. Time Period ; 7:3 0AM to 8:30 AM Lane Inside 1 Config- (left) 2 urations 3 4 •5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr (NB) Left Thru 1 1 1 1 2 2 3600 4000 split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume (\; Adjusted Hourly Volume ' Utilization Factor Critical Factors 0.10 ^V> b)168 .80 168' ,217. 0.05 0.05 O.OSp- Right 1 0 North Left 1 1 2 0 3600 N . N 137 124 0 124 0.00 0.03 0.03iX Appr Thru 1 1 2 4000 50 129 0.03 (SB) Right ] 0 West Left 1 1 2 0 3600- 79 249 0 249 0.00 0.07 ApprfEBl Thru 1 1 1 3 6000 2243 2374 0.40 0.40s, Right 1 0 East Left 1 1 2 0 3600 ., Qc^ r^- 131 79 0 79 0.00 0.02 0.02 Page 2 of 3 Appr (WB) Thru 1 1 1 3 6000 ) 683 683 0.11 Right 1 1- 1800 160 160 0.09 1CU Ratio = 0.60 LOS= A Turning Movements at Intersection of :Paseo Del Norte' and Palomar Airport Road Time : 7:30 AM ' to 8:30 AM Date: 07/10/07 Day : Tuesday North Approach Paseo Del Norte 741 Total w -e s t A P P r Name : Jason, David,' Steve . 253 488 0 Sub- ' 79 50. 124 Totals totals 1 I 1«<-l . i L^ 931 A ••*"£ A 3554 . 1 249 ' ' • 160 2623 2243 P" | "^ 683 131 1 1 r 79 , T North C A\ °f -tA O"*-") Cv-5)M-i 4 r> 168 80 137 0 Subtotals 243 385 Total 628 Subtotals Sub- totals • Totals 922 17 3443 2521 Palomar Airport Road E a • s t A P P r South A.pproach Note : Left-turn volumes include U-turns. U-turns in bold. 3- Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 4:45 PM to 5:4 5PM Lane Inside Config - (left) urations Outside Free-flow Lane Settings Capacity 1 2 3 4 5 6 7 South Appr Left Thru 1 1 1 1 2 2 3600 4000 Are the North/South phases split (Y/N)? Are the East/West phases Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume •Utilization Factor Critical Factors split (Y/N)? tf\Q r 0.10 r^) ?'%) 8 101 208 255 0.06 0,06 0.06^ •-. (NB) Right 1 0 North Appr Left 1 1 2 0 3600 N • Ncx1*154 251 0 251 • 0.00 0,07 Thru 1 1 2 4000 /L,"! "144 425 0.11 O.llj, (SB) Right I 0 West Appr (EB) Left 1 1 2 0 3600 ^); 281 344 0 344 0.00 0.10 / O.lOp, Thru Ripht 1 1 1 1 3 0 East Appr (WB) Left 1 1 2 6000 0 3600 S^ ^(.tf'P Of'' 1201 V176 279 1377 0 279 ' 0.23 0.00 0.08 ^ . • • Thru 1 1 1 3 6000. \) 2125 2125 0.35 0.35L R-'Bht 1 1 1800 285 285 0.16 ICU Ratio = 0.72 LOS C. Turning Movements at Intersection of :. Paseo Del Norte and Palomar Airport Road Time: 4:45 PM to 5:45 PM Date: 07/10/07 North Approach Paseo Del Norte w " e s t A P P r Day : Tuesday Name : Jason; David, Steve Sub- Totals totals 2633 4354 . 19 344 1721 1201 -J- 176 r ' 676 281 144Jj V _f (V'l') A-> | -1 1 T, North3~f ) /~ ^ ^ 1387 711 0 251' T — 285 •< 21Z5 r 279 U-10'1 ^ Total Subtotals Sub- totals 2689 31 Totals^ E a s t 4326 A P P r Subtotals Total 208 101 154 0 568 • 463 1031 Palomar Airport Road South Approach • Note : Left-turn volumes include U-tums. U-tums in bold. Cz*^Armada Drive/Costco Entrance at Palomar Airport Road V_ Lane Configuration for Intersection Capacity Utilization Page 2 of 3 . Pk, Hr. Time Period ; 7:30 AM to 8:30 AM Lane Inside 1 Config- (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity Are the North/South phases South Appr (NB) North Appr (SB) Left Thru Right Left Thru Ripht 1 1 1 1 1 1 1 1 21021 1 3600 2000 0 3600 2000 1800 split (Y/N)? N West Appr (EB) East Appr (WB) Left Thru Highly Left Thru Right 1 1 1 1 1 •1 1 • 1 1 1 1 231. 131 3600 6000 1800 1800 6000 1800 Are the East/West phases split (Y/N)? ' N ^ ^ ^ Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0.10 fjL$) 68 13 74 49 18 ^ 28 69 87. 0 49 18 28 0.02 . 0.04 0.00 0.01: 0.01 0.02 0.04 (/" 0,01 tX 0.53 \/ • LOS= ^ Qjls > (J>(- 7 C-V$ ' 175 2178. 93 41 890 194 175 2178 93 41 890 194 0.05 0.36 0,05 0.02 0.15 0.11 0.36 ^ 0.02 ^ ) Turning Movements at Intersection of': Armada Drive/Costco Entrance and Palomar Airport 'Road Time : to Date; Day: Name : Totals' . W e s • 3446 t A ' pr P r 7:30 AM 8:30 AM North Approach ' 07/26/07 Thursday David, Lance 95' Sub- 28 18 totals U-3) 1 I 1 •<4-' T 1000 Cr"7-^ 14 175 IV 2446 • 2178 K-W) T 93 1 • ' 1 T North *1 t 68 13 0 Subtotals 151 155 Total 306 Armada Drive/Costco Entrance 463 . Total 368 Subtotals 0 49 . Sub - I totals L> A 1 1QJ / \t\\ I?"($\b)-4 g90 ms r 41 1 T 2302r 74 Pnlomnr Airport Ror Totals 3427 s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. .«,•.y Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Time Period : South Appr (NB) 4:30 PM to ' ' 5:30 PM Left Thru Right Lane Inside 1 1 Config- (left) 2 1 uralions 3 11 4 5 6 Outside 7 Free-flow Lane Settings 2 1 0 Capacity 3600 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? ' N Effi ci ency Lost Factor 0,10 •Hourly Volume ' 273 49 231 Adjusted Hourly Volume 273 280 . 0 Utilization Factor 0.08 0.14 0.00 Critical Factors 0.14 V" ICU Ratio = 0.66 LOS = North Appr (SB) Left Thru Right 1 1 I 1 2 1 1 3600 2000 1800 t v^O 245 50 200 245 50 200 0.07 0.03 0.11 0.07UX- B West Appr (EB) Left Thru Right .1 1 1 1 1 1 2 3 1 3600 6000 1800 L>\O) C-v^v 125 1276 100 125 1276 100 0.03 0.21 0.06 (#M) East Appr (WB) Left Thru Ripht 1 ' 1 1 1 1 1 3 1 1800 6000 1800 (~-vV3^ 190 1925 99 190 1925 99 0.11 0.32- 0,06 0.32 1^- i Turning Movements at Intersection of : Armada Drive/Costco Entrance and Palomar Airport Pvoad Time : 4:30 PM to 5:30 PM Date: 07/26/07 Day : Thursday Name : David, Lance Sub- •Totals' totals - w e 2439 s 3940' 41 125 t 1501 . 1276 100 A p P r Subtotals Total North Approach . 495 . 200 50 (VD 1 1v^4J t 4/LicOItr MJr1\) T 1 '* North "*! t 273 49 0 337 553 890 Armada Drive/Costco Entrance 728 233 1 245u . A 1 99 A-\T>) -^ J925 i 190 • T r 231 Total Subtotals ' . Sub - totals • 221.4 3 1754 Pfiiomar Airport Roa Totals 3968 E a s t A P P r South Approach Note : Left-turn volumes include •U-turns. U-turns in bold. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk.Hr, Time Period : 7:30 AM to 8:30 AM Lane ' Inside Config - (left) urations Outside Free-flow Lane Settings Capacity South Appr (NB) Left Thru Right. 1 1 2 1 3 1 4 1 5 . . 1 6 7 2 2 1 . North Appr (SB) Left Thru Right 1 1 1 1 1 0 2 West Appr (EB) Left Thru Right 1 1 1 1 1 1 2 3 1. East Appr (WB) Left Thru Right 1 1 1 1 1 1 2 3 1 3600 4000 1800 1SOO 0 3600 3600 6000 1800 -3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases spl it (Y/N)7 • N Efficiency Lost Factor 0.10 Hourly Volume fv-A197' 502 Adjusted Hourly Volume? T97 502 Utilization Factor 0,05 0.13 Critical Factors 297 297 0.17 0.17^ 83 120 110 560 1330 111 83 0 230 560 1330 111 0.05 0.00 0.06 0,16 0.22 0.06 --0.05 0.16,/- 157 848 78 157 848 78 0.04 0.14 0.04 0.14^, ICU Ratio = 0,62 LOS = B Turning Movements at Intersection of : College Boulevard/Aviara Parkway and Palomar Airport Road Time: 7:30 AM to 8:30 AM • 'Date: 07/26/07 North Approach College Boulevard/Aviara Parkway W "e s t A P P r Day : Thursday Name : Raul. Alfonso Sub- Totals totals • 1157 31.58 2 560 2001 1330 111 Subtotals Total 4 110 QrA]\ _JCw} — KVI) — &o H^] 197 0 386 1382 1451 313 0 120 83 1 U*-| (HO) -<- North T t r 502 297 996 Total 1138 Subtotals • Sub- totals Totals — 78 — 848 1083 —157 2 • 2795 1712 Palomar Airport Rond E a s t ' A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 4:30 PM to 5:30 PM Lane Inside Config , (left) urations Outside Free-flow Lane Settings South Appr (NB) Left Thru Right 1 1 2 1 3 1 • 4 1 5 1 6 7 2 2 1 North Appr (SB) Left Thru Right 1 1 1 1 ] 0 2 West Appr (EB) Left Thru Right 1 1 1 1 1 1 2 3 1 EastAppr(WB') Left Thru Ripht ] 1 1 1 1 1 2 3 1 Capacity 3600 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost'Faotor 0,1.0 Hourly Volume fv^141 126 Adjusted Hourly Volume*. 'l.41 126 Utilization Factor 0,04 0.03 Critical Factors 0,04 (X 1800 N N 104 104 0.06 1800 0 3600 3600 6000 1800 3600 6000 1800 74' 74 0,04 413 0 0.00 512 925 0.26 131 131 0,04 1228 1228 0.20 358 358 0.20 234 234 0.07 1568 1568 0.26 88 88 0,05 0.26/ 0.04 t ICU Ratio = 0.70 LOS= B Turning Movements at Intersection of; College Boulevard/Aviara Parkway and Palomar Airport Road Time: 4:30 PM to 5:30PM Date: 07/26/07 Day : Thursday North Approach College Boulevard/Aviara Parkway 1343 w 6 S t A P P r Name : Raul, Alfonso . 999 ' Sub- 512 413 Totals totals r -?\ \ 1(jc-Jj+J 4" 2222 i/L^A3939 ! 13j It*" ' 171.7 1228 ~ — Is^-HO^ T 358 -K. -, 1 TV-* ' North (_-V3)-4-| A 141 126 0 Subtotals 1004 371 Total 1375 0 74u f >tf r 104 344 "- 88 pO 1568 234 Total Subtotals Sub- totals 1890 1407 Totals 3297 Palomar Airport Road s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. ICU Alt. A ICU Alt. B N HO SCALE ICU Alt. C MOVE *41 ~l "^ N& \- LO.S. No mlllgatlo CAPACITY ^Hr -^t&P [•^CO ?>T't"\H£^ n L t) ICU o^t ^,c| 0,01. (08 ;N MOVE L.O.S. Mitigation CAPACITY ICU MOVE LO.S. Mitigation CAPACITY ICU JU3 ICU Alt. A ICU Alt. B ST/A- HO SCALE ICU Alt. C OVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU LO.S. No mitigation LQ.S. Mllia.llon LO.S. Mitigation -o5>C1m o Tl URBAN >• ^?f) U.TM- ICU Alt. A ICU Alt. B ICU Alt. C MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU JAioU No mlllflallon L.0.3. MWgallon L.O.S. Millgallon URBAN SYSTEMS- ICU Alt. A ICU Alt. C MOVE CAPACITY ICU MOVE CAPACITY ICU MOVE CAPACITY ICU LO.S. Ho mllloatlon Lq.S. Mlligtllon LO.S. Mlllgallon The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 APPENDIX C Other Projects Plus Project (Year 2010) Intersection Levels of Service Worksheets 001208 C 001208-Report_C.doc (CUP 07-03/CDP 07-07) in me uitv o Submitted To: Strategic Property Advisers, Inc. Submitted By: Darnell & Associates, Inc. Revised March 14, 2008 Revised January 10, 2008 Revised August 15, 2007 Revised February 20, 2007 Original October 27, 2006 D&ARef. No.: 060809 Near Term Cumulative Traffic Volumes To assess the cumulative impact of near term development on traffic volumes in the vicinity of the proposed project, forecasted traffic volumes from SANDAG's Combined North County Model (CNCM) 2010 forecast were used (provided in Appendix B). A list of approved and pending projects was compiled using data obtained from the City of Carlsbad and was then compared with the model's land use assumptions (provided in Appendix B). The approved and pending projects' trip generation is summarized in Table 16. The locations of the approved/pending projects are provided in Figure 8. It was verified that the traffic forecasted in SANDAG's model is consistent with traffic- generated by the approved and pending projects in the vicinity of the proposed project. (A list of the projects anticipated to contribute traffic to the same roadway segments and intersections as the proposed project and the traffic that will be generated by the approved/pending projects are provided in Appendix B.) Figure 9 provides, an illustration of the near term cumulative without project traffic volumes. Near Term Cumulative Roadway Network The roadway segments and intersections analyzed under existing conditions are assumed to remain the same under near term cumulative conditions as no changes have been proposed for the roadway network in the immediate project vicinity for the near term, Table 16 - Summary of Approved and Pending Projects Project Name Bressi Ranch Kelly Ranch La Costa Greens Poinsettia Commons North Coast Calvary Chapel Holly Springs Cantarini Ranch Poinsettia Place Emerald Point Estates Tradition Apartments Thompson/Tabata La Costa Townhomes Ventana Real Robertson Ranch Tri-City Wellness Center Encinas Auto Mall Ponto TabatalO Rancho Milagro Map(<l) 8 11 6 1 3 13 12 4 9 5 2 7 13 14 15 16 17 18 19 Land Use Apartments Single family Estates Apartments Day care Apartments Single family Estates Apartments Day care Retail Church Preschool (b) Estates Estates Apartments Condominiums Estates Apartments Single family Condominiums Condominiums Industrial Residential/ Commercial Medical Car sales Mixed Use Single family Single family Units lOODUs 505 DUs 25DUs 451 DUs 100 children 180 DUs 559 DUs 64 DUs 78 DUs 2.8 ICSF 16.2KSF 72 K.SF 150 children 43 DUs 105 DUs 80 DUs 90 DUs 14 DUs 157 DUs 238 DUs 24 DUs 53 DUs 62,222 Icsf 1,154 DUs 88,000 sf 23 acres 50 acres 28 DUs 14 DUs Total trips generated by approved and pending projects ADT 00 600 5,050 300 2,706 500 1,080 5,590 768 468 224 648 648 750 516 1,260 480 720 168 942 2,380 192 . 424 995 21,686 4,400 6,900 N/A 280 140 60,815 Status Approved Approved Pending Approved Approved Approved Pending00 Approved Pending Pending Pending Approved Approved Approved Approved Approved Pending Approved Approved Approved Approved Pending Approved Pending Pending Pending Pending Pending .Pending - (a) Trip generation rates are based on SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rales for the San Diego Region, April 2002 (b) The SANDAG rate for a day care center was utilized for this land use (5 trips pev child or 80 trips per 1,000 square feel) (c) Details on which components of this project are currently approved and which ones are under review by the City is provided in Appendix B. (d) See Figure 8 for location of the approved and pending projects DU = dwelling unit; K.SF = 1 ,000 square feet; ADT = average daily traffic; N/A = nol enough data was available for trip generation analysis .f •*,-.* PACIFIC OCEAN APPROVED AND PENDING PROJECTS: - POINSETT1A COMMONS •$- - U COSTA GREENS [) - THOMPSON/TABATA RESIDENTIAL @ - LA COSTA TOWNHOMES j) - CALVARY CHAPEL D- POINSETTIA PLACE 5) - TRADITION APARTMENTS ® - CANTARINI RANCH © - ENCINAS AUTO MALL @- HOLLY SPRINGS @- PONTO • ®- BRESSI RANCH ®- VENTANA REAL @- TABATA 10 (?) - EMERALD POINT ESTATES (H) - ROBERTSON RANCH © - RANCHO MILAGRO (10) - KELLY RANCH © ~ TRi CITY WELLNESS CENTER & ASSOCIATES, INC. 060809FF.dwg 1-07-08 CDJ :LOCATION OF APPROVED AND PENDING PROJECTS 22.738 CARLSBAD COMPANY STORES PALOMAR (AIRPORj 62,950 _^ ^ tf— 292/3~S(6 930/2680303/1364 880/136 WV \400/452—^ 3020/1390— 440/880 , 953/2534\ 100/310 2050/1350 \080/1070 \140/430 —> LEGEND •- DIRECTION OF TRAVEL XX/YY - AM/PM PEAK HOUR VOLUMES 2,112 - AVERAGE DAILY TRAFFIC NOM - NOMINAL & ASSOCIATES, INC. 060809GG.dwa 3-11-08 CDJ/VLS/SN NEAR TERM CUMULATIVE + PRO.iFCT TRAFFIC VOLUMES CITY OF CARLSBAD - AGENDA BILL AB# 19,458 MTG. 05/20/08 DEPT. FIN PRELIMINARY 2008-2009 TO BUILDOUT CAPITAL ItvtPROVcmcNT PROGRAM DEPT. HEAIJ^^r. CITY ATTY. s@&> CITY MGR. [jj. — RECOMMENDED ACTION: Accept report. Set public hearing for June 24,2008. Adopt Resolution No. 2006-152 approving the Proposition 1B spending plan as outlined in the proposed Capital Improvement Program Budget and directing staff to proceed with the submittal for allocation of funds. ITEM EXPLANATION: The Preliminary Capital Improvement Program (CIP) is a planning document as well as a budget document. It incorporates the current status of al! of the City's capital funds with the capital construction budgets and development projections for the upcoming years, and then projects future revenues and expenditures for all known projects until the buildout of the City. The CIP is a financial planning document, not a commitment for spending. All construction costs are .estimates and are reviewed and further refined each year. The information shown in subsequent years is to provide the most comprehensive snapshot of all the known future facilities the City of Carlsbad plans to construct. "'; •. . Overview - Fiscal Year 2008-09 Staff began the CIP process by evaluating the existing construction schedules for City facilities in conjunction with the workload of the staff needed to complete the projects. In addition, staff considered the availability of funding as well as the priority of the project based on the project ranking criteria shown in'the table. In addition to evaluating the availability of capital construction funds, operating fund impacts were also considered. In the FY 2008-09 CIP, there are approximately 204 existing and new projects scheduled between now and buildout. Health and Safety Legal Mandates Operating Cost Impacts Growth Management Standards Council Priorities Other Standards Completion of Basic Infrastructure Linkage Public Opinion/Surveys Funding & Timing Opportunity DEPARTMENT CONTACT: Lisa Irvine 760-602-2430 lirvin@ci.carlsbad.ca.us FOR CITY CLERKS USE ONLY. COUNCIL ACTION: APPROVED DENIED CONTINUED WITHDRAWN AMENDED Dnn Dn CONTINUED TO DATE SPECIFIC CONTINUED TO DATE UNKNOWN RETURNED TO STAFF OTHER -SEE MINUTES Dnna PRELIMINARY CAPITAL IMPROVEMENT PROGRAM FISCAL YEAR 2008-09 TO BUILDOUT ... /. PROJECT TITLE UBTOTAL TRAFFIC SIGNAL PROJECTS .TREET PROJECTS .VENIOA ENC1NAS WIDENING - SOUTH OF PALOMAR AIRPORT ROAD ;RIDGE PREVENTIVE MAINTENANCE PLAN IRIOGE PREVENTITIVE MAINTENANCE PLAN :ANHON ROAD REACH 4 (20% FUNDING) :ANNON ROAD REACH te :ARLSBAO BLVD BRIDGE CONCRETE BARRIER POWER PLANT :ARLSBAO BLVD BRIDGE CONCRETE BARRIER POWER PLANT ;ARLSSAD BLVO BRIDGE CONCRETE BARRIER RAILROAD :ARLSBAD BLVD. AT BREAKWATER ROAD - LEFT TURN LANE JARLS8AD BLVD. AT STATE ST - INTERSECTION ENHANCEMENT DESIGN ;ARLSSAD BOULEVARD ENCINAS CREEK BRIDGE REPLACEMENT ;ARLSSAD BOULEVARD ENCINAS CREEK BRIDGE REPLACEMENT ;ARLSBAD BOULEVARD ENCINAS CREEK BRIDGE REPLACEMENT :ARLSSAO BOULEVARD ENCINAS CREEK BRIDGE REPLACEMENT (PLDA c> :ARLSBAD BOULEVARD MEDIAN-TAMARACK AVENUE TO PINE AVENUE :ARLSBAO BOULEVARD MOUNTAIN VIEW TO NORTHERLY CITY LIMITS (zoa FUNDING ;ARLSBAD BOULEVARD / PALOMAR AIRPORT ROAD (20% FUNDING) ;ARLSBAO BOULEVARD / PALOMAR AIRPORT ROAD (RTCIP / 20% FUNDING] ;ARLSSAD BOULEVARD RETROFIT OVER SONR lARLSBAD BOULEVARD WIDENING - CANNON TO MAN2ANO •.ARLS8AD VILLAGE DRIVE AND AVENIDA DE ANITA :ARLSBAD VILLAGE DRIVE - PONTIAC TO VICTORIA MLLEGE BLVO REACH A AND CANNON REACH 4A ;OLLEGE/CANNON ASSESSMENT DISTRICT ;ONCRETE REPAIR PROGRAM ;ONCRETE REPAIR PROGRAM :ONCRETE REPAIR WORK :ONCRETE REPLACEMENT :L CAMINO REAL AND CARLSBAD VILLAGE DRIVE DUAL LEFT TURNS !L CAMINO REAL LEFT TURN LAME TO WESTTAMARACK iL CAMINO REAL RIGHT TURN LANE TO NORTH ALGA ROAD EL CAMINO REAL / CANNON ROAD INTERCHANGE IMPROVEMENTS :L CAMINO REAL / CANNON ROAD INTERCHANGE IMPROVEMENTS (RTCIP) •IL CAMINO REAL MEDIANS EL CAMINO REAL MEDIANS iL CAMINO REAL MEDIANS - LA COSTA •L CAMINO REAL WIDENING - ARENAL ROAD TO LA COSTA AVENEUE (RTCIP) =L CAMINO REAL WIDENING - ARENAL ROAD TO LA COSTA AVENEUE :L CAMINO REAL WIDENING - CASSIA RD TO CAMINO VIDA ROBLE :L CAMINO REAL WIDENING - LISA STREET TO CRESTV1EW DR EL CAMINO REAL WIDENING - NORTH OF COUGAR DRIVE ;L CAMINO REAL WIDENING - TAMARACK TO CHESTNUT :L CAMINO REAL WIDENING - TAMARACK TO CHESTNUT (RTCIP) EL FUERTE EXTENSION •ARAOAY AVENUE EXTENSION -5 AND LA COSTA AVENUE AUXILLARY LANES A COSTA AVE SLOPE REPAIR WEST OF ROMERIA •IARBELLA WALL BEAUnFICATION JELROSE DRIVE - SOUTH OF PALOMAR AIRPORT ROAD dELROSE DRIVE AND ALGA ROAO DUAL LEFT TURN LANES (RTCIP) JELROSE DRIVE EXTENSION itELROSE DRIVE EXTENSION UELROSE DRIVE TURN LANE TO WEST PALOMAR AIRPORT ROAO =ALOMAR AIRPORT ROAD AND COLLEGE BOULEVARD 'ALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHT TURN PALOMAR AIRPORT ROAD AND MELROSE DRIVE RIGHT TURN PALOMAR AIRPORT ROAD TURN LANE TO SOUTH EL CAMINO REAL PALOMAR AIRPORT ROAD TURN LANE TO NORTH EL FUERTE STREET PALOMAR AIRPORT ROAD TURN LANE TO SOUTH MELROSE DRIVE PALOMAR AIRPORT ROAD WIDENING AT MELROSE DRIVE PALOMAR AIRPORT ROAD WIDENING AT PASEO DEL NORTE FUND TIP FED GRNT GAS TAX TIP TRANSNET-HWY GCC GAS TAX GCC REDVLSCCROA RED VL VILLAGE REDVLSCCRDA FED GRNT TRANSNET-LOC PLD GAS TAX TIP TIP TIP TRANSNET-LOC TIF GCC TIF OTHER OTHER GCC GAS TAX GAS TAX 1RF TIF TIF TIF TIF TIF PFF GAS TAX PFF TIF TIF GAS TAX TRANSNET-LOC TRANSNET-LOC TIF TIF OTHER OTHER CFDS1 GAS TAX GCC OTHER TIF OTHER OTHER TIF TIP OTHER GAS TAX TIF TIF TIF OTHER TIF TOTAL BUDGET B.739.174 5,045.000 08,530 ' 21,470 5:400.000 1.731.000 420.000 830 000 277.000 243.150 100.000 339,135 1.9B4.702 254.548 1.891.582 2.112.500 2.541.200 712.400 2.815.000 1.734.000 5.360.000 105.000 4,841,000 1,713.002 10.314,461 250.000 3,500,000 750.000 1.243.350 865,000 253.000 335,000 1,231.000 974.000 909.500 1.502.900 90.500 601,000 1,704,000 4,026.000 959.000 493.000 7,656,000 422,000 4.095,146 16.246,065 2.000.000 183.500 160.000 228.939 846.000 1J525.5B4 3.477.792 410.000 587.000 185.960 88,500 568.000 916,000 88,500 2.82B.266 1.244.000 PRIOR EXP/ENO ' ''' 960.974 205.743 88,530 9.453 797.834 12.000 - 12.000 243.000 - 94,161 297,882 38.568 297.662 - 1.476.949 - 2,340 - 407,149 8.957.833 131.197 - - 1.108.475 - - 144.030 . - - - 251.742 693,296 39.723 13,549.975 - - 37.691 2,221 - 1,024.473 3,426,364 - 9BO 9500 2.622,919 67,600 BALANCE YEARI^ YEAR2 YEAR3 YEAR4 YEARS YEAR6-10'FORWARD • 2008-2009 2009-2010 2010-2011 2011-2012 2012-2013 2013-2016 2.343,356 19,257 - 12,017 863.166 408,000 265,000 150 100,000 244,934 - - - - 42.051 - 102.050 - 1,305.853 356.496 118.803 250.000 450.000 134,875 - - 785.470 - 90,500 - - .. 241.258 """ 1flf1.504 4,055,423 ' '2,698,090 ' - 42,309 226.717 - 501.111 51.408 - 165.000 55.500 203,349 457,400 252.798 487.000 1.387.000 497.000 700.000 1.751,016 BUILDOUT 2018-2023 380.000 2,380.000 ' 2.440.000 5.400.000 880,000 1.667,020 215.980 1593,900 2.112.500 2J41.200 712.400 2.815.000 215.000 5.360.003 4.841.000 250.000 250,000 . 250,000 250,000 250.000 1.250.000 750.000 100.000 100,000 100.000 : 865.000 253.000 335.000 300,000 931.000 974.000 1.502.900 601.000 1.704.000 4.028.000 959,000 5,751.200 422.000 2.000.000 183,500 80,000 946.000 410.000 587,000 23.500 568.000 916,000 88,500 719,000 U1HJ1 I. iV^jJWl I SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK HOUR Site Information 1-5 SB OFFintersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD A , • v YEAR 2010 WITHOUTAnalysis Year PROJECT Volume and Timing Input EB Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume .ane Width 3arking/Grade/Parking Parking/hr Jus stops/hr Unit Extension 'hasing "iming LT 0 0 N Thru & RT 02 G= 60.0 G = Y= 5 Y = Duration of Analysis (hrs}_= 0.25 TH 3 TR 1080 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 140 0 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 880 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N NB LT 0 0 N 04 SB Only TH 0 RT 0 N SB LT 2 L 7070 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 06 07 G= G= 60.0 G= G = Y= Y= 5 Y = Y = TH 0 A 0 RT 1 R 430 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 130.0 .ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay .ane group LOS Apprch. delay Approach LOS ntersec. delay EB 1284 2428 0.53 0.46 24.9 0.13 0.2 0.429 10.9 B 10.9 B 12.2 WB 926 1723 0.54 0.46 25.1 0.14 0.3 0.429 11.1 B 11.1 B NB Intersection LOS SB 1126 1533 0.73 0.46 28.5 0.29 1.9 0.429 14.1 B 453 706 0.64 0.46 26.8 0.22 2.0 0.429 13.5 B 13.9 B B HCS2000m Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2kl65.tmp 12/17/2008 OliUi I XVCJJU1 L SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK HOUR Site Information 1-5 SB OFF Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 3arking/Grade/Parking Parking/hr 3us stops/hr Unit Extension 3hasing Timing EB LT 0 0 N Thru & RT 02 G= 60.0 G = Y= 5 Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 1088 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 140 0 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 882 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 04 G = Y = RT 0 N NB LT 0 0 N SB Only G= 60.0 Y= 5 TH 0 RT 0 N SB LT 2 L 1086 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 06 07 G= G = Y= Y = TH 0 A 0 RT 1 R 430 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 _ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate _ane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS ntersec. delay EB 1292 2429 0.53 0.46 25.0 0.13 0.2 0.429 10.9 B 10.9 B 12.3 WB 928 1723 0.54 0.46 25.1 0.14 0.3 0.429 11.1 B 11.1 B NB Intersection LOS SB 1143 1533 0.75 0.46 28.7 0.30 2.0 0.429 14.4 B 453 706 0.64 0.46 26.8 0.22 2.0 0.429 13.5 B 14.1 B B HCSZOOO™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2kl65.tmp 12/17/2008 IJUIVJI I J.VV/JJU1 I Y <? SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period PM PEAK HOUR Site Information t c OD f~\CC Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD . . . v YEAR 2010 WITHOUTAnalys.sYear PROJECT Volume and Timing Input EB Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Thru & RT G= 60.0 Y= 5 LT 0 0 N 02 G = Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 1070 2 0.95 A 2.0 2.0 5 3.0 72.0 0 0 3.0 RT 0 430 0 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 1410 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N NB LT 0 0 N 04 SB Only G= G= 60.0 Y= Y= 5 TH 0 06 G = Y = RT 0 N SB LT 2 L 590 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 0 A 0 RT 7 R 120 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay _ane group LOS Apprch. delay Approach LOS Intersec. delay EB 1579 2372 0.67 0.46 27.2 0.24 0.7 0.429 12.4 B 72.4 B 14.1 WB 1484 1723 0.86 0.46 31.3 0.39 4.7 0.429 18.1 B 78.7 B NB Intersection LOS //CS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2kl73.tmp SB 627 7533 0.47 0.46 23.2 0.77 0.2 0.429 70.7 6 126 706 0.18 0.46 20.5 0.11 0.1 0.429 8.9 A 9.9 A B Version 4. U 12/17/2008 XV.CJJU11 V SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period PM PEAK HOUR Site Information 1-5 SB OFF Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes .ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume .ane Width Parking/Grade/Parking 3arking/hr Bus stops/hr Unit Extension Phasing Iming EB LT 0 0 N Thru & RT 02 G= 60.0 G = Y= 5 Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 1077 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 430 0 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 1420 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 04 G = Y = RT 0 N NB LT 0 0 N SB Only G= 60.0 Y= 5 TH 0 RT 0 N 06 G = W _ SB LT 2 L 604 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 0 A 0 RT 1 R 120 0 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate .ane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 1587 2373 0.67 0.46 27.3 0.24 0.7 0.429 12.4 B 12.4 B 14.3 WB 1495 1723 0.87 0.46 31.4 0.40 5.0 0.429 18.5 B 18.5 B NB Intersection LOS SB 636 1533 0.41 0.46 23.3 0.11 0.2 0.429 10.2 B 126 706 0.18 0.46 20.5 0.11 0.1 0.429 8.9 A 10.0 A B HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klA6.tmp 12/17/2008 LJ11U11 JVCJJUi I SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/18/08 Time Period AM PEAK HOUR Site Information , i *• 1-5 NB OFFIntersection RAMp/PALoMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analvsis Year YEAR 201° W'THOUTanalysis rear PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing riming EB Only G= 10.5 Y= 4 EB LT 1 L 100 2 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 36.5 Y = 5 Duration of Analysis (hrs) = 0.25 TH 3 T 2050 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N 03 G = Y = WB LT 0 0 N TH 3 T 953 2 0.95 A 2.0 2.0 L 5 3.0 72.0 0 0 3.0 04 G = Y = RT 2 R 440 2 0.95 A 2.0 2.0 5 3.0 230 12.0 N 0 3.0 NB LT 0 230 2 0.95 A 0 N NB Only TH 1 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 06 G= 69.0 G = Y= 5 Y = RT 2 R 1670 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 SB LT 0 0 A/ 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate _ane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay 705 135 0.78 0.08 58.6 0.33 19.2 0.941 74.4 E EB 2158 2095 1.03 0.39 39.5 0.50 25.3 0.570 47.8 D 49.1 D 46.6 WB 1003 1500 0.67 0.28 41.4 0.24 0.9 0.740 31.5 C 30.7 C 221 745 0.30 0.28 36.7 0.11 0.2 0.740 27.3 C NB 243 892 0.27 0.53 16.7 0.11 0.2 0.246 4.3 A 7653 1513 1.09 0.53 30.5 0.50 52.7 0.278 61.2 E 53.9 D Intersection LOS SB D ffCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, li file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klF.tmp 12/18/2008 HCS2000: Signalized Intersections Release 4. If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/18/08 AM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses %InProtPhase Duration 0.25 Eastbound L T R 100 2050 2 2 0.95 0.95 26 539 0 1800 2000 130 L T 12.0 12.0 105 2158 0.000 0.000 |0 0 n Westbound L T R 953 440 2 2 0.95 0.95 251 116 0 2000 1800 032 T R 12.0 12.0 230 1003 221 0.000 0.000 1.000 0 0 0 Northbound L T R 230 1 1670 222 0.95 0.95 0.95 61 1 439 0 1800 1800 012 LT R 12.0 12.0 100 243 1653 0.996 0.000 1.000 0 0 0 Southbound L T R 000 0 Area Type: All other areas OPERATING PARAMETERS Init Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g Eastbound L T R 0. 5 3. 2. 2. 0 0 0 0 0. 5 3. 0. 2. 2. o 0 750 0 0 Westbound L T 0 5 3 0 2 2 3 .0 .0 .750 .0 .0 .2 0 5 3 2 2 1 R 1 1 .0 | 1 .0 | 1 .0 | .0 | 1 Northbound | Southbound L T R | L T R 1 0 5 3 1 2 2 3 .0 .0 .000 .0 .0 .2 0 5 3 2 2 .0 | 1 .0 | 1 .0 | .0 | I 3.2 ">x SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/18/08 Time Period AM PEAK HOUR Site Information Intersection RAMP/PALOMAR^IRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input Mum. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 10.5 Y= 4 EB LT 1 L 100 2 L0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 36.5 Y= 5 Duration of Analysis (hrs) = 0.25 Lane Group Capacit Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay TH 3 7 2074 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N 03 G = Y = WB LT 0 0 A/ TH 3 T 958 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 04 G = Y = RT 2 R 443 2 0.95 A 2.0 2.0 5 3.0 230 12.0 N 0 3.0 NB LT 0 230 2 0.95 A 0 N TH 1 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 69.0 G = Y= 5 Y = RT 2 R 1686 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 730.0 y, Control Delay, and LOS Determination EB 105 135 0.78 0.08 58.6 0.33 19.2 0.941 74.4 E 2183 2095 1.04 0.39 39.5 0.50 29.2 0.570 51.7 D 52.8 D 49.6 WB 1008 1500 0.67 0.28 41.4 0.24 0.9 0.740 31.6 C 30.8 224 745 0.30 0.28 36.7 0.11 0.2 0.740 27.3 C C NB 243 892 0.27 0.53 16.7 0.11 0.2 0.246 4.3 A 7669 7573 7.70 0.53 30.5 0.50 56.8 0.295 65.8 E 58.0 E Intersection LOS SB D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klF.tmp 12/18/2008 HCS2000: Signalized Intersections Release 4.If -sP Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/18/08 AM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2010 WITH PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses Eastbound Westbound L 100 2 0.95 26 1800 1 L 12.0 105 0 0 %InProtPhase Duration 0.25 T R | L T R 1 2074 | 958 443 2 | 2 2 0.95 0.95 0.95 546 252 117 0 2000 3 0 T 12.0 2183 0.000 .000 0 0 2000 1800 032 T R 12.0 12.0 230 1008 224 0.000 0.000 1.000 0 0 0 Northbound L T R 230 1 1686 222 0.95 0.95 0.95 61 1 444 0 1800 1800 012 LT R 12.0 12.0 100 243 1669 0.996 0.000 1.000 0 0 0 Southbound L T R 000 0 Area Type: All other areas OPERATING PARAMETERS Eastbound Westbound | Northbound | Southbound Init Unmet L 0.0 Arriv. Type | 5 Unit Ext. | 3.0 I Factor | Lost Time |2.0 Ext of g |2.0 Ped Min g | T R | L T R | L T R L T R 1 1 0.0 | 0.0 0.0 | 0.0 0.0 | 5 | 5 5 | 5 5 3.0 | 3.0 3.0 | 3.0 3.0 | 0.750 | 0.750 | 1.000 2.0 | 2.0 2.0 | 2.0 2.0 | 2.0 | 2.0 2.0 | 2.0 2.0 3.2 | 3.2 3.2 C5UU11 IVCpUl L i ui JL SHORT REPORT General Information Analyst USA! Agency or Co. USAI Date Performed 72/78/08 Time Period PM PEAK HOUR Site Information Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year pR,. jpCT Volume and Timing Input slum, of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume .ane Width Parking/Grade/Parking 3arking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 310 Y= 5 EB LT 7 L 370 0 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 30.0 V= 5 Duration of Analysisjhrs) = 0.25 TH 3 T 1350 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N WB Only G= 29.0 Y= 5 WB LT 0 0 N TH 3 T 2584 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 2 R 880 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 0 790 2 0.95 A 0 N NB Only TH 7 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 06 G= 20.0 G = Y= 5 Y = RT 2 R 732 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 326 408 0.80 0.24 46.6 0.34 70.8 0.797 47.6 D 1421 2712 0.52 0.51 21.5 0.13 0.2 0.312 6.9 A 74.5 B 26.3 WB 2720 2629 1.03 0.49 33.0 0.50 27.3 0.354 38.9 D 37.8 926 7307 0.77 0.49 25.7 0.27 7.8 0.354 70.9 8 C NB 207 259 0.78 0.75 52.8 0.33 73.8 0.879 60.2 £ 777 7703 0.70 0.42 313 0.27 2.0 9.526 78.5 B 27.7 C Intersection LOS SB C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. li file://C:\Documents and Settings\SKab\Local Settings\Temp\s2k2F.tmp 12/18/2008 Ao HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/18/08 PM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses %InProtPhase Duration Eastbound L T R 310 1350 0 2 0.95 0.95 82 355 0 1800 2000 130 L T 12.0 12.0 326 1421 0.000 0.000 0 0 ^ 0.25 Area : Westbound L T R 2584 880 2 2 0.95 0.95 680 232 0 2000 1800 032 T R 12.0 12.0 0 2720 926 0.000 0.000 1.000 0 0 0 0 0.0 Type: All other i Northbound L T R 190 1 732 222 0.95 0.95 0.95 50 1 193 0 1800 1800 012 LT R 12.0 12.0 0 201 771 0.995 0.000 1.000 0 0 0 areas Southbound L T R 000 0 OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R Southbound L T R Init Unmet Arriv. Type|5 Unit Ext. I Factor Lost Time Ext of g Ped Min g 0 5 3 2 2 .0 .0 .0 .0 0 5 3 1 2 2 .0 .0 .000 .0 .0 1 o 1 5 1 3 1 1 1 2 1 2 .0 .0 .000 .0 .0 0 5 3 2 2 -0 | 1 .0 | 1 .0 | .0 | 0. 5 3. 1. 2. 2. 0 0 000 0 0 0 5 3 2 2 .0 | 1 .0 | 1 -0 | -0 | 3.2 3.2 3.2 SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/18/08 Time Period PM PEAK HOUR Site Information Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 310 Y= 5 EB LT 1 L 310 0 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 30.0 V= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1371 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N WB Only G= 29.0 r= 5 WB LT 0 0 N TH 3 T 2615 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 2 R 901 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 0 190 2 0.95 A 0 N TH 1 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 20.0 G = Y= 5 Y = RT 2 R 746 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 730.0 _ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 326 408 0.80 0.24 46.6 0.34 10.8 0.791 47.6 D 1443 2712 0.53 0.51 21.6 0.14 0.2 0.312 6.9 A 14.4 B 28.2 WB 2753 2629 1.05 0.49 33.0 0.50 31.5 0.354 43.1 D 35.0 948 1307 0.73 0.49 26.1 0.29 2.0 0.354 11.3 B C NB 201 259 0.78 0.15 52.8 0.33 13.8 0.879 60.2 E 785 1103 0.71 0.42 31.5 0.28 2.2 0.526 18.8 B 27.2 C Intersection LOS SB C ° HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2k3E.tmp 12/18/2008 HCS2000: Signalized Intersections Release 4 . If '•00' '*»' Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/18/08 PM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2010 WITH PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConf ig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses Eastbound L 310 0 0.95 82 1800 1 L 12.0 326 0 0 %InProtPhase Duration 0.25 T R 1371 2 0.95 361 0 2000 3 0 T 12.0 1443 0.000 .000 0 Westbound L T R 2615 901 2 2 0.95 0.95 688 237 0 2000 1800 032 T R 12.0 12.0 0 2753 948 0.000 0.000 1.000 0 0 0 0 0.0 Northbound L T R 190 1 746 222 0.95 0.95 0.95 50 1 196 0 1800 1800 012 LT R 12.0 12.0 0 201 785 0.995 0.000 1.000 0 0 0 Southbound L T R 000 0 I 1 1 Area Type: All other areas OPERATING PARAMETERS | Eastbound | Westbound | Northbound | Southbound | Init Unmet L 0.0 Arriv. Type 5 Unit Ext. |3.0 I Factor | Lost Time |2.0 Ext of g |2.0 Ped Min g | TR LTR|LTR|LTR 1 1 0.0 | 0.0 0.0 | 0.0 0.0 5 3.0 55 55| | 3.0 3.0 | 3.0 3.0 | 1.000 1.000 | 1.000 | 2.0 | 2.0 2.0 | 2.0 2.0 | 2.0 | 2.0 2.0 | 2.0 2.0 | | 3.2 [ 3.2 3.2 DI1O1 L IV-CpUl L SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK Site Information ntersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DELE All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT Volume and Timing Input Num. of Lanes .ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking 3arking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 8.0 Y= 5 EB LT 2 L 400 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 EB Only G= 10.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 3020 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 240 2 0.95 A 0 N WB LT 2 L 130 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 930 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 Thru & RT 04 G Y = 62.0 G = = 5 Y = RT 1 R 292 2 0.95 A 2.0 L2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 310 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 11.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 421 576 0.73 0.18 50.6 0.29 3.6 0.857 46.9 D 3432 3129 1.10 0.59 26.5 0.50 48.0 0.327 56.7 E 55.6 E 46.7 TH 2 TR 203 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 700 2 0.95 A 100 N Excl. Left G= 75.0 Y= 4 SB LT 2 L 228 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 2 TR 742 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 753 2 0.95 A 100 N 08 G = Y = Cycle Length C = 730.0 y, and LOS Determination WB 137 979 200 3397 0.69 0.29 0.06 0.48 59.8 20.6 0.25 0.11 7.1 0.0 0.956 0.392 64.3 8.1 E A 307 888 0.35 0.59 73.6 0.11 0.2 0.123 1.8 A 12.2 B NB 326 376 0.87 0.72 56.5 0.40 78.8 0.973 70.4 E 214 316 0.68 0.08 57.8 0.25 5.7 0.938 59.9 E 66.3 E Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:VDocuments and Settings\SKab\Local Settings\Temp\s2k244.tmp SB 240 376 0.64 0.72 54.9 0.22 3.6 0.973 53.7 D 205 303 0.68 0.08 57.8 0.25 5.9 0.938 60.7 E 56.7 E D Version 4.H 12/17/2008 HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/17/08 AM PEAK PALOMAR AIRPORT RD./PASEO DELE All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT N/S St: PASEO DEL NORTE VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses Eastbound L 400 2 0.95 105 1800 2 L 12.0 421 0 0 0 %InProtPhase Duration 0.25 T R 3020 240 2 2 0.95 0.95 795 63 0 2000 3 0 TR 12.0 0 3432 0.000 .074 0 Westbound L 130 2 0.95 34 1800 2 L 12.0 137 0 0 0 0 1 Area Type : T R 930 292 2 2 0.95 0.95 245 77 0 2000 1800 4 1 T R 12.0 12.0 0 979 307 0.000 .000 1.000 0 0 0 0.0 Northbound L 310 2 0.95 82 1800 2 L 12.0 326 0. 0 0 All other areas T R 203 100 2 2 0.95 0.95 53 26 0 2000 2 0 TR 12.0 100 214 0.000 000 0 0 Southbound L 228 2 0.95 60 1800 2 L 12.0 240 0 0 0 T R 142 153 2 2 0.95 0.95 37 40 0 2000 2 0 TR 12.0 100 205 0.000 .273 0 OPERATING PARAMETERS Eastbound | Westbound | Northbound I Southbound | Init Unmet L 0.0 Arriv. Type | 5 Unit Ext. |3.0 I Factor | Lost Time | 2.0 Ext of g |2.0 Ped Min g | T R | L 1 0.0 |0.0 5 |5 3.0 3.0 0.750 | 2.0 |2.0 2.0 2.0 T R | L 1 0.0 0.0 0.0 5 5 |5 3.0 3.0 |3.0 0.750 | 2.0 2.0 |2.0 2.0 2.0 |2.0 1 T R | L 1 0.0 |0.0 5 |5 3.0 |3.0 1.000 | 2.0 |2.0 2.0 |2.0 1 T R 0.0 5 I 3.0 | 1.000 | 2.0 2.0 | 1 oaui i iveput L V SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DELE All other areas CARLSBAD YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eft green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension 3hasing Timing Excl. Left G= 8.0 Y= 5 EB LT 2 L 400 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 EB Only G= 70.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 3020 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 280 2 0.95 A 0 N Thru & RT G= 62.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 427 576 0.73 0.78 50.6 0.29 3.6 0.857 46.9 D 3474 3123 1.11 0.59 26.5 0.50 54.5 0.358 64.0 E 62.2 E 51.5 WB LT 2 L 154 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 930 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 292 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 318 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 77.0 Y= 5 TH 2 TR 205 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 705 2 0.95 A 100 N Excl. Left G= 75.0 Y= 4 SB LT 2 L 228 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 2 TR 750 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 753 2 0.95 A 100 N 08 G = Y = Cycle Length C = 730.0 y, and LOS Determination WB 762 200 979 3397 0.87 0.29 0.06 0.48 60.2 20.6 0.35 0.77 76.9 0.0 0.956 0.392 74.5 8.7 E A 307 888 0.35 0.59 73.6 0.77 0.2 0.723 7.8 A 14.2 B NB 335 376 0.89 0.72 56.7 0.47 22.3 0.973 74.7 £ 221 315 0.70 0.08 57.9 0.27 6.8 0.938 61.2 E 68.9 £ Intersection LOS SB 240 376 0.64 0.72 54.9 0.22 3.6 0.973 53.7 D 274 304 0.70 0.08 57.9 0.27 7.2 0.938 67.5 £ 57.4 £ D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved ftle://C:\Documents and Settings\SKab\Local Settings\Temp\s2klCO.tmp Version 4. If 12/17/2008 HCS2000: Signalized Intersections Release 4. If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 12/17/08 AM PEAK PALOMAR AIRPORT RD./PASEO DELE All other areas CARLSBAD YEAR 2010 WITH PROJECT N/S St: PASEO DEL NORTE VOLUME DATA Volume % H6:avy Veh PHF PK 15 Vol Hi I,n Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane: Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses %InProtPhase Duration 0.25 Eastbound L T R 400 3020 280 222 0.95 0.95 0.95 105 795 74 0 1800 2000 230 L TR 12.0 12.0 0 421 3474 0.000 0.085 0 0 0 0 I* Westbound L T R 154 930 292 222 0.95 0.95 0.95 41 245 77 0 1800 2000 1800 241 L T R 12.0 12.0 12.0 0 162 979 307 0.000 0.000 1.000 0 0 000 0.0 Northbound L T R 318 205 105 222 0.95 0.95 0.95 84 54 28 0 1800 2000 220 L TR 12.0 12.0 100 335 221 0.000 0.023 0 0 0 0 Southbound | L T R 228 150 153 222 0.95 0.95 0.95 60 39 40 0 1800 2000 220 L TR 12.0 12.0 100 240 214 0.000 0.262 0 0 0 Area Type: All other areas OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R Southbound L T R I nit Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g |0.0 15 |3.0 1 |2.0 |2.0 1 0 5 3 0 2 2 .0 .0 .750 .0 .0 10 15 13 1 12 12 1 .0 .0 .0 .0 0 5 3 0 2 2 .0 0 5 .0 3 .750 .0 2 .0 2 .0 .0 .0 .0 |0.0 15 |3.0 1 |2.0 |2.0 1 0. 5 3. 1. 2. 2. 0 0 000 0 0 |0.0 15 |3.0 1 |2.0 |2.0 1 0.0 5 3.0 1.000 2.0 2.0 SHORT Gleneral Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period PM PEAK REPORT Site Information Intoroo^tir, PALOMAR AIRPORTIntersection RD./PASEO DEL Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time E:xt. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr 3us stops/hr Unit Extension Phasing Timing Excl. Left G= 20.0 Y= 5 EB LT 2 L 452 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 50.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 1390 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 260 2 0.95 A 0 N 03 G = Y = Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. //c ratio Sreen ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 476 507 0.95 0.75 54.5 0.46 28.0 0.879 75.9 E 1737 2006 0.87 0.38 36.9 0.40 4.3 0.583 25.8 C 36.6 D 44.1 WB LT 2 L 360 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 2680 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 1 R 396 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 370 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 20.0 Y= 5 TH 2 TR 269 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 780 2 0.95 A 190 N SB LT 2 L 345 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 20.0 G = Y= 5 Y = TH 2 TR 266 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 474 2 0.95 -A 225 N 08 G = Y = Cycle Length C = 730.0 y, and LOS Determination WB 379 507 2827 2739 0.76 1.03 0.15 0.38 52.7 40.0 0.31 0.50 6.5 25.4 0.879 0.583 52.8 48.8 D D 417 808 0.52 0.54 19.2 0.12 0.6 0.222 4.8 A 44.1 D NB 389 507 0.78 0.75 52.9 0.33 7.6 0.879 54.0 D 283 574 0.49 0.15 50.4 0.11 0.7 0.879 44.9 D 50.2 D Intersection LOS SB 363 507 0.72 0.75 52.4 0.29 5.2 0.879 57.2 D 479 539 0.89 0.75 53.9 0.47 76.6 0.879 63.9 E 58.4 £ D HCS2000m Copyright © 2000 University' of Florida, All Rights Reserved Version 4. If file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klDA.tmp 12/17/2008 HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date: Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/w"st: PALOMAR AIRPORT RD. USAI USAI 12/17/08 PM PEAK PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2010 NO PROJECT N/S St: PASEO DEL NORTE VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %In3haredLn Prop LTs Prop RTs Peds Bikes Buses %InProtPhase Duration 0.25 Eastbound L T R 452 1390 260 222 0.95 0.95 0.95 119 366 68 0 1800 2000 230 L TR 12.0 12.0 0 476 1737 0.000 0.158 0 0 0 0 a Westbound L T R 360 2680 396 222 0.95 0.95 0.95 95 705 104 0 1800 2000 1800 241 L T R 12.0 12.0 12.0 0 379 2821 417 0.000 0.000 1.000 0 0 000 0.0 Northbound L T R 370 269 180 222 0.95 0.95 0.95 97 71 47 0 1800 2000 220 L TR 12.0 12.0 0 389 472 0.000 0.400 0 0 0 0 Southbound L T R 345 266 414 222 0.95 0.95 0.95 91 70 109 0 1800 2000 220 L TR 12.0 12.0 225 363 479 0.000 0.415 0 0 0 Area Type: All other areas OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R Southbound L T R Init Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g 0.0 5 3.0 2.0 2.0 0 5 3 1 2 2 .0 .0 .000 .0 .0 |0.0 15 |3.0 1 |2.0 |2.0 0 5 3 1 2 2 .0 0. 5 .0 3. .000 .0 2. .0 2. 0 0 0 0 |0.0 15 13.0 1 |2.0 |2.0 0. 5 3. 1. 2. 2. .0 0 000 0 0 I 0.0 15 13.0 1 |2.0 |2.0 0.0 5 3.0 1.000 2.0 2.0 Short Report Page 1 of 1 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/23/09 Time Period PM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2010 WITH ., PROJECT pd MM Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 3arking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 20.0 Y= 5 EB LT 2 L 452 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 50.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 7390 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 287 2 0.95 A 0 N WB LT 2 L 380 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 2680 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y — V —1 I RT 7 R 396 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 422 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 20.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 476 507 0.95 0.75 54.5 0.46 28.0 0.879 75.9 £ 1759 2002 0.88 0.38 37.2 0.41 4.8 0.583 26.5 C 37.7 D 45.1 TH 2 TR 279 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 277 2 0.95 A 190 N SB LT 2 L 345 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 20.0 G = Y= 5 Y = TH 2 TR 273 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 474 2 0.95 A 225 N 08 G = Y = Cycle Length C = 730.0 y, and LOS Determination WB 400 2827 507 2739 0.80 7.03 0.75 0.38 53.7 40.0 0.34 0.50 8.9 25.4 0.879 0.583 55.5 48.8 £ D 477 808 0.52 0.54 79.2 0.72 0.6 0.222 4.8 A 44.5 D NB 444 507 0.89 0.75 53.9 0.47 77.2 0.879 64.6 £ 316 568 0.56 0.15 50.9 0.15 1.2 0.879 45.9 D 56.8 £ Intersection LOS SB 363 507 0.72 0.75 52.4 0.29 5.2 0.879 57.2 D 486 544 0.89 0.75 54.0 0.42 77.7 0.879 64.5 £ 58.8 £ D HCS2000™Copyright O 2000 University of Florida, All Rights Reserved Version 4.1 f HCS2000: Signalized Intersections Release 4 . If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Proiect ID: GREEN DRAGON E/w"st: PALOMAR AIRPORT RD. USAI USAI 02/23/09 PM PEAK PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2010 WITH PROJECT N/S St: PASEO DEL NORTE VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses %In:?rotPhase Duration 0.25 Eastbound L T R 452 1390 281 222 0.95 0.95 0.95 119 366 74 0 1800 2000 230 L TR 12.0 12.0 0 476 1759 0.000 0.168 0 0 0 0 a Westbound L T R 380 2680 396 222 0.95 0.95 0.95 100 705 104 0 1800 2000 1800 241 L T R 12.0 12.0 12.0 0 400 2821 417 0.000 0.000 1.000 0 0 000 0.0 Northbound L T R 422 279 211 222 0.95 0.95 0.95 111 73 56 0 1800 2000 220 L TR 12.0 12.0 190 444 316 0.000 0.070 0 0 0 0 Southbound L T R 1 345 273 414 222 0.95 0.95 0.95 91 72 109 0 1800 2000 220 L TR 12.0 12.0 225 363 486 0.000 0.409 0 0 0 Area Type: All other areas OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R Southbound L T R Init Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g |0.0 15 |3.0 1 |2.0 |2.0 1 0 5 3 1 2 2 .0 .0 .000 .0 .0 10 15 13 1 12 12 1 .0 .0 .0 .0 0. 5 3. 1. 2. 2. 0 0 5 0 3 000 0 2 0 2 .0 .0 .0 .0 |0.0 15 |3.0 1 |2.0 |2.0 1 0. 5 3. 1. 2. 2. 0 0 000 0 0 10 15 13 1 12 12 1 .0 .0 .0 .0 0.0 5 3.0 1.000 2.0 2.0 A SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK Site Information InfercoHinn PALOMAR AIRPORTIntersection RD./ARMADA DR. Area Type All other areas Jurisdiction CARLSBAD Analvsis Year YEAR 201° l/WTHOty7"Analysis Year PROJECT Volume and Timing Input *lum. of Lanes _ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr E(us stops/hr Unit Extension Phasing liming EB LT 2 L 295 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 75.0 G= 70.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 2963 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 90 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 7 L 45 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 7742 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3 0 04 G = Y = RT 7 R 140 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 45 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 7 TR 10 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 20 2 0.95 A 0 N Thru & RT Excl. Left G = 75.0 G = 70.0 Y= 5 Y= 5 SB LT 2 L 60 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y — TH 7 T 20 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 765 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 .ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. \r/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 ?F factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 377 376 0.83 0.72 56.2 0.37 74.2 0.973 65.5 E 3119 2876 1.08 0.54 30.0 0.50 44.8 0.269 52.9 D 95 808 0.72 0.54 74.8 0.77 0.7 0.222 3.4 A 52.7 D 39.5 WB 47 793 0.24 0.72 52.3 0.77 0.7 7202 2876 0.42 0.54 77.9 0.77 0.7 0.973 0.222 48.4 4.7 D A 5.3 147 923 0.16 0.62 10.7 0.77 0.7 0.730 7.5 A A NB 47 32 250 204 0.79 0.76 0.08 0.72 56.2 57.8 0.77 0.77 0.4 0.4 0.944 0.973 53.4 47.7 D D 57.7 D Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klE8.tmp SB 63 250 0.25 0.08 56.5 0.77 0.5 0.944 ( 53.9 D 27 226 0.09 0.72 57.4 0.77 0.2 1913 47.7 D 68 346 0.20 0.23 40.3 0.11 0.3 0.800 32.5 C 43.4 D D Version 4. H 12/17/2008 anon -K SHORT General information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK REPORT Site Information . t r PALOMAR AIRPORTIntersection RD./ARMADA DR. Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITHanalysis rear PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension F'ed/Bike/RTOR Volume Lane Width F'arking/Grade/Parking F'arking/hr Elus stops/hr Unit Extension Phasing liming EB LT 2 L 297 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 75.0 G= 70.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 2966 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 90 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 7 L 45 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 7760 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 r% _ / = RT 7 R 140 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 45 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 7 TR 10 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 20 2 0.95 A 0 N Thru & RT Excl. Left G= 75.0 G= 70.0 Y= 5 Y= 5 SB LT 2 L 60 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 T 20 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 773 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination M\. flow rate Lane group cap. \rlc ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 373 376 0.83 0.72 56.3 0.37 74.7 0.973 66.7 E 3122 2876 1.09 0.54 30.0 0.50 45.2 0.271 53.4 D 95 808 0.72 0.54 74.8 0.77 0.1 0.222 3.4 A 53.2 D 39.7 WB 47 7227 793 2876 0.24 0.42 0.72 0.54 52.3 77.9 0.77 0.77 0.7 0.7 0.973 0.222 48.4 4 1 D A 5.3 147 923 0.16 0.62 10.7 0.11 0.1 0.130 1.5 A A NB 47 32 250 204 0.79 0.76 0.08 0.72 56.2 57.8 0.77 0.77 0.4 0.4 0.944 0.973 53.4 47.7 D D 57.7 D Intersection LOS ,'1032000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKabYLocal Settings\Temp\s2klE8.tmp SB 63 250 0.25 0.08 56.5 0.77 0.5 0.944 ( 53.9 D 27 226 9.09 9.72 57.4 9.77 0.2 5.973 47.7 D 77 346 0.22 0.23 40.5 0.11 0.3 0.800 32.8 C 42.9 D D Version 4. II 12/17/2008 anon Kepon 1 SHORT General Information Analyst Agency or Co. Dcite Performed Time Period USAI USAI 12/17/08 PM PEAK rage i ui i A\ REPORT Site Information Intersection Area Type Jurisdiction PALOMAR AIRPORT RD./ARMADA DR. All other areas CARLSBAD Volume and Timing Input Num. of Lanes Lsne group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Piarking/Grade/Parking |Parking/hr |Bus stops/hr Unit Extension Phasing Timing Excl. Lefl G= 75.0 Y= 5 EB LT 2 L 790 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 t Thru & RT G= 70.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1615 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 110 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G= C Y= \ WB LT 1 L 145 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 3006 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04\ _ r = RT 7 R 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 170 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G Y = 74.0 ~ j TH 7 TR 35 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 70 2 0.95 A 0 N Excl. Left G Y = 11.0 G = 5 Y = = Cycle Length C = SB LT 2 L 270 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 TH 7 T 30 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 260 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = 730.0 (Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate _ane group cap. v/c ratio JGreen ratio |Unif. delay d1 (Delay factor k jlncrem. delay d2 IFF factor [Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 200 376 0.53 0.72 54.2 0.73 7.5 0.973 50.9 D 1700 2876 0.59 0.54 20.3 0.18 0.3 0.222 4.8 A 776 808 0.74 0.54 75.0 0.77 0.7 0.222 3.4 A 9.3 A 42.5 WB 753 793 0.79 0.72 56.0 0.34 79.9 0.973 77.0 E 3164 2876 1.10 0.54 30.0 0.50 51.1 0.296 60.0 E 59.3 68 935 0.07 0.62 9.7 0.11 0.0 0.133 1.3 A E NB 779 276 0.65 0.08 57.6 0.23 ( < 5.3 0.938 59.3 C E 777 790 9.58 9.77 55.2 9.78 4.6 ).920 55.4 E 57.8 E Intersection LOS SB 227 276 0.80 0.08 58.4 0.34 75.4 0.938 ( 70.2 E 32 277 0.75 0.77 52.6 0.77 0.3 7.920 48.7 D 168 335 0.50 0.22 44.2 0.11 1.2 0.809 36.9 D 55.3 E D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klF6.tmp Version 4. U 12/17/2008 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 T"ime Period PM PEAK REPORT Site Information ntersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./ARMADA DR. All other areas CARLSBAD YEAR 2010 WITH PROJECT Volume and Timing Input ^lum. of Lanes _ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension F'ed/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr ilus stops/hr Unit Extension :)hasing Timing EB LT 2 L 200 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 15.0 G= 70.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1635 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 110 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 1 L 145 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 3019 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3 0 04 G = Y = RT 1 R 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 170 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 14.0 Y= 5 TH 1 TR 35 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 70 2 0.95 A 0 N Excl. Left G= 11.0 Y= 5 SB LT 2 L 210 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 1 T 30 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 267 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G» Y = Cycle Length C = 730.0 l.ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate L.ane group cap. vfc ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS ntersec. delay EB 211 376 0.56 0.12 54.4 0.16 1.9 0.913 51.6 D 1721 2876 0.60 0.54 20.4 0.19 0.3 0.222 4.9 A 116 808 0.14 0.54 15.0 0.11 0.1 0.222 3.4 A 9.6 A 43.6 WB 153 193 0.79 0.12 3178 2876 1.11 0.54 56.0 30.0 0.34 0.50 19.9 53.1 0.913 0.304 71.0 62.2 E E 61.4 68 935 0.07 0.62 9.7 0.11 0.0 0.133 1.3 A E NB 179 276 0.65 0.08 57.6 0.23 5.3 111 190 0.58 0.11 55.2 0.18 4.6 0.938 0.920 59.3 E 55.4 E 57.8 E Intersection LOS HCS2000™ Copyright €> 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2klF6.tmp SB 221 276 0.80 0.08 58.4 0.34 15.4 0.938 70.2 E 32 211 0.15 0.11 52.6 0.11 0.3 1920 48.7 D 176 335 0.53 0.22 44.4 0.13 1.5 0.809 37.5 D 55.2 E D Version 4. 1) 12/17/2008 CVUU11 J. tig*- SHORT General Information Analyst Agency or Co. late Performed Time Period USA1 USAI 12/17/08 AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT | Volume and Timing Input Mum. of Lanes .ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time E:xt. eff. green krrival type |Unit Extension Ped/Bike/RTOR Volume Lane Width |Parking/Grade/Parking JF'arking/hr EJus stops/hr Unit Extension Phasing liming Excl. Left G= 15.0 Y= 5 EB LT 2 L 795 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 EB Only G= 15.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1898 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 70 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 28.0 Y= 5 WB LT 2 L 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 772 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 65 2 0.95 I A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 265 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 34.0 5 TH 2 T 380 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 267 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G= 73.0 Y= 5 SB LT 7 L 123 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 TR 490 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 290 2 0.95 A 2.0 2.0 5 3.0 180 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 ! .ane Group Capacity, Control Delay, and LOS Determination \d\. flow rate .ane group cap. ilc ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 °F factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 837 7998 74 877 7972 554 0.95 1.01 0.13 0.27 0.37 0.37 46.7 41.0 27.2 0.46 0.50 0.11 20.1 23.6 0.1 0.754 0.610 0.610 55.4 48.6 16.7 E D B 49.7 D 49.4 WB 68 376 0.78 0.72 57.9 0.77 0.2 0.973 47.7 D 813 1150 0.71 0.22 47.2 0.27 2.0 0.817 40.6 D 68 473 0.14 0.32 31 9 0.11 0.1 0.693 22.3 C 39.8 D NB 279 326 0.86 0.70 57.6 0.39 79.5 0.926 72.8 E 400 976 0.47 0.26 39.7 0.77 0.3 0.764 30.6 C 176 392 0.45 0.26 40.2 0.11 0.8 0.764 31.5 C 44.6 D Intersection LOS i7CX2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2k204.tmp SB 729 768 0.77 0.70 57.0 0.32 79.7 0.926 77.9 E 576 573 7.07 0.26 48.0 0.50 47.2 3.764 77.9 E 116 796 0.15 0.53 15.5 0.11 0.1 0.246 3.9 A 65.6 E D Version 4. li 12/17/2008 SHORT Goneral Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL All other areas CARLSBAD YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes _ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Dijrking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 2 L 796 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left EB Only G= 15.0 G= 15.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 7900 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 71 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 28.0 Y= 5 WB LT 2 L 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 782 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 f** _.. Y = RT 1 R 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 269 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 34.0 5 ^H 2 T 380 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 267 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G = 13.0 Y= 5 SB LT 1 L 123 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = W _ TH 1 TR 490 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 294 2 0.95 A 2.0 2.0 5 3.0 180 12.0 N 0 3.0 08 G = Y = Cycle Length C = 130.0 _ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Iricrem. delay d2 3F factor Control delay .ane group LOS Apprch. delay Approach LOS Intersec. delay EB 838 2000 877 1972 0.96 1.01 0.27 0.37 46.7 41.0 0.47 0.50 20.3 23.9 0.754 0.610 55.6 48.9 E D 75 554 0.14 0.37 27.2 0.11 0.1 0.610 16.7 B 50.0 D 49.6 WB 68 376 0.18 0.12 51.9 0.11 0.2 0.913 47.7 D 823 1150 0.72 0.22 47.3 0.28 2.2 0.817 40.8 D 68 473 0.14 0.32 31.9 0.11 0.1 0.693 22.3 C 40.0 D NB 283 326 0.87 0.10 57.7 0.40 21.3 0.926 74.6 E 400 976 0.41 0.26 39.7 0.11 0.3 0.764 30.6 C 176 392 0.45 0.26 40.2 0.11 0.8 0.764 31.5 C 45.3 D Intersection LOS SB 129 168 0.77 0.10 57.0 0.32 19.1 0.926 ( 71.9 E 576 573 7.07 0.26 48.0 0.50 47.2 3.764 77.9 E 120 796 0.15 0.53 15.6 0.11 0.1 0.246 3.9 A 65.3 E D Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settings\Temp\s2k204.tmp Version 4. If 12/17/2008 OJ1U1 L JVCpUl L SHORT General Information Analyst L/S>A/ Agency or Co. USAI Date Performed 12/17/08 Time Period PM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL All other areas CARLSBAD YEAR 2010 WITHOUT PROJECT iVolume and Timing Input urn. of Lanes ane group blume (vph) 6 Heavy veh HF pctuated (P/A) Startup lost time Ext. elf. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr itus stops/hr Unit Extension Phasing liming EB LT 2 L 215 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 15.0 G= 65.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1345 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 335 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 2 L 308 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 2586 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 1 R 128 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 730 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 20.0 5 TH 2 T 725 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 72 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left G= 10.0 Y= 5 SB LT 7 L 133 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 TR 415 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 500 2 0.95 A 2.0 2.0 5 3.0 200 72.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 i.ane Group Capacity, Control Delay, and LOS Determination 'idj. flow rate _ .ane group cap. v/c ratio Green ratio Unif. delay d1 [Delay factor k [Increm. delay d2 IFF factor Control delay _ane group LOS Apprch. delay Approach LOS intersec. delay EB 226 1416 376 2671 0.60 0.53 0.12 0.50 54.7 22.1 0.19 0.13 2.7 0.2 0.913 0.333 52.6 7.6 D A 353 750 0.47 0.50 21.3 0.11 0.5 0.333 7.6 A 12.7 B 47.4 WB 324 376 0.86 0.12 56.5 0.39 18.1 0.913 69.7 E 2722 2671 1.02 0.50 32.5 0.50 22.4 0.333 33.2 C 135 865 0.16 0.58 12.8 0.11 0.1 0.118 1.6 A 35.6 D NB 137 250 0.55 0.08 57.8 0.15 1.9 0.944 56.5 E 732 574 0.23 0.75 48.2 0.77 0.2 0.879 42.6 D 76 231 0.33 0.15 49.0 0.11 0.6 0.879 43.7 D 48.4 D Intersection LOS SB 740 729 7.09 0.08 60.0 0.50 93.2 0.944 749.9 F 437 302 7.45 0.75 55.0 0.50 ?74.7 3.879 ?63.0 F 316 404 0.78 0.27 44.0 0.33 7.4 0.754 40.5 D 166.6 F D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settirigs\Temp\s2k212.tmp Version 4. If 12/17/2008 SHORT Gieneral Information Analyst Agency or Co. Hate Performed Time Period USAI USAI 12/17/08 PM PEAK REPORT Site Information ntersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL All other areas CARLSBAD YEAR 2010 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Sitartup lost time Eixt. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Eius stops/hr Unit Extension Phasing Timing Exci. Left G= 15.0 Y= 5 EB LT 2 L 220 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 65.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 7355 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 340 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 /^ « Y = WB LT 2 L 308 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 2593 2 0.95 A 2.0 2.0 5 3.0 0 72.0 0 0 3.0 04 G = Y = RT 7 R 128 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 133 2 0.95 A 2.0 2.0 5 3.0 0 72.0 N 0 3.0 Thru & RT G= 20.0 Y =5 TH 2 T 125 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 f? 72 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left G= 70.0 Y= 5 SB LT 7 L 733 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 TR 415 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 503 2 0.95 A 2.0 2.0 5 3.0 200 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. \'/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS ntersec. delay EB 232 7426 376 2677 0.62 0.53 0.72 0.50 54.8 22.2 0.20 0.74 3.7 0.2 0.973 0.333 ( 53. D 7 7.6 A 358 750 9.48 0.50 27.3 0.77 0.5 3.333 7.6 A 72.8 B 47.7 WB 324 376 0.86 0.72 56.5 0.39 78.7 0.973 69.7 £ 2729 2671 1.02 0.50 32.5 0.50 23.2 0.333 34.0 C 735 865 0.76 0.58 72.8 0.77 0.7 0.778 7.6 A 36.2 D 140 250 0.56 0.08 57.9 0.16 2.1 0.944 56.8 E NB 732 574 0.23 0.75 48.2 0.77 0.2 0.879 42.6 D 76 231 0.33 0.15 49.0 0.11 0.6 0.879 43.7 D 48.5 D Intersection LOS //CS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\SKab\Local Settines\Temp\s2k212.tmp SB 740 729 7.09 0.08 60.0 0.50 93.2 0.944 749.9 F 437 302 7.45 0.75 55.0 0.50 ?74.7 3.879 ?63.0 F 319 404 0.79 0.27 44.7 0.34 7.8 0.754 47.0 D 166.3 F D Version 4.1) 12/17/2008 HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: USAI Agency/Co.: USAI Date Performed: 12/17/08 Analysis Time Period: AM PEAK HOUR Intersection: PASEO DEL NORTE/NORTH DWY. Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: NORTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R I L T R Major Street: Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB 1 L 4 1198 0.00 0.01 8.0 A SB 4 I 1 Delay, Queue Length, and Level of Service 7 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 TWLTL 1 L 620 0.95 652 — — 2 T No Westbound 7 L 8 9 T R 0 545 0.95 573 — / 1 2 0 T TR Yes Eastbound | 10 11 | L T 8 0.95 8 0 0 34 0.95 35 — 12 R 1 0.95 1 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R Westbound 8 9 Eastbound I 10 11 1 L 8 509 0.02 0.05 12.2 B /S' ZI^\ 12 R 1 923 0.00 0.00 8.9 A HCS2000: Unsignalized Intersections Release 4. If TWO-WAY STOP CONTROL SUMMARY Analyst : Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: USAI USAI 12/17/08 PM PEAK HOUR PASEO DEL NORTE /NORTH DWY . CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: NORTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs) : 0.25 Major Street: Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R | L T R Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Medi-an Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 TWLTL 1 L 865 0.95 910 — — 2 T No Westbound 7 L 8 9 T R 0 914 0.95 962 —/ 1 2 0 T TR Yes Eastbound | 10 11 I L T 47 0.95 49 0 0 29 0.95 30 — 12 R 5 0.95 5 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R Delay, Queue Length, and Level of Service Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 L I 4 817 0.00 0.01 9.4 A Eastbound | 10 11 1 L 49 301 0.16 0.57 19.3 C / 18. 3/ C / 12 R 5 870 0.01 0.02 9.2 A HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst : Agency/Co . : Date Performed: Analysis Time Period: Intersection: Jurisdiction: USAI USAI 12/17/08 AM PEAK HOUR PASEO DEL NORTE/SOUTH DWY . CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: GREEN DRAGON TAVERN East /West Street: SOUTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): 0.25 __ Vehicle Volumes and Adjustments __ Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R I L T R Major Street: Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 617 0.95 649 — — 513 0.95 540 — 33 0.95 34 —Undivided / 1 L 2 T No Westbound 7 L 8 9 T R 0 2 0 T TR Yes Eastbound | 10 11 1 L T 7 0.95 7 0 0 12 R 1 0.95 1 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R _Delay, Queue Length, and Level of Service_ Approach Movement Lane Config v ( vph ) C(m; (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 L | 4 1009 0.00 0.01 8.6 A Eastbound | 10 11 7 286 0.02 0.08 17-9 ^— Q\ C /^ > / 16.9 ( C 1 12 R 1 716 0.00 0.00 10.0+ HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: USAI Agency/Co.: USAI Date Performed: 12/17/08 Analysis Time Period: PM PEAK HOUR Intersection: PASEO DEL NORTE/SOUTH DWY. Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: SOUTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): Vehicle Volumes and Adjustments 0.25 Major Street: Approach Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Northbound 1 L 4 0.95 4 0 TWLTL 1 L 2 3 T R 823 0.95 866 — 2 T No Westbound 7 L 8 9 T R 0 Southbound | 4 5 I L T 891 0.95 937 —/ 1 2 0 T TR Yes Eastbound | 10 11 | L T 46 0.95 48 0 0 6 R 28 0.95 29 — 12 R 5 0.95 5 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R Delay, Queue Length, and Level of Service Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 L | 4 838 0.00 0.01 9.3 A Eastbound | 10 11 1 L 48 314 0.15 0.53 18.5 c /— <~^ /VYu / 12 R 5 890 0.01 0.02 9.1 A The Green Dragon Tavern © Urban Systems Associates, Inc. Esbensen & Associates February 23, 2009 APPENDIX D Year 2030 Conditions Intersection Levels of Service Worksheets 001208 D 001208-Report_C.doc TRAFFIC STUDY Carlsbad Paseo 'CUP Q7-03/CDP 07-07) 'n the City of Carlsbad Submitted To: rtrategic Property Advisers, Inc. Submitted By: Darnell & Associates, Inc. Revised March 14, 2008 Revised January 10, 2008 Revised August 15, 2007 Revised February 20, 2007 Original October 27, 2006 L D&ARef. No.: 060809 2030 CONDITIONS 2030 Roadway Network The; roadway network for the 2030 conditions is illustrated in Figure 11. Roadway improvements included in the Carlsbad Draft Traffic Impact Fee Program were used to prepare the roadway network under 2030 conditions. The roadway improvements under 2030 conditions includes the extension of Paseo Del Norte north of Cannon Road and an additional westbound lane at the Palomar Airport Road/Paseo Del Norte intersection. Appendix B includes excerpts from the Carlsbad Draft Traffic Impact Fee Program report. It should be noted that the geometries illustrated in Figure 11 for the Paseo Del Norte/Car Country Drive and Paseo Del Norte/Carlsbad Company Store intersections are the geometries that will exist after the proposed project is developed. Without the proposed project both of these intersections will only be T- intersections. In addition, under 2030 without project conditions, the Paseo Del Norte/Carlsbad Company Store was assumed to only have one westbound approach lane exiting the Carlsbad Company Store (this is the existing lane configuration for mis intersection). 2030 Traffic Volumes Pea.k hour turn volumes at the Cannon Road/Paseo Del Norte and Palomar Airport Road/ Paseo Del Norte were taken from the City's Traffic Impact Fee report. Peak hour turn volumes at all other intersections were derived from average growth that occurred along the roadway segments' daily volumes between existing conditions and SANDAG's 2030 forecast with adjustments made by using engineering judgment to provide better balancing on volumes between 1-5 and Paseo Del Norte. The increase on the segment attached to each leg of the intersections was used to calculate each peak hour volume. It should be noted mat based on the forecast volumes from the City's TIF report, at some locations there was actually a decrease in traffic between near term cumulative and 2030 conditions. Since it is anticipated that some growth will occur at the Carlsbad Company Store, the existing volumes entering and exiting the Carlsbad Company Store (i.e. the northbound right, southbound left, westbound left and westbound right turn movements at the Paseo Del Norte/Carlsbad Company Store Driveway intersection) were increased by five percent (5%). The daily traffic and AM/PM peak hour turn volumes for 2030 conditions are illustrated in Figure 12. 2030 WITH PROJECT CONDITIONS Traffic generated by the proposed project was added to the 2030 volumes. The daily traffic and AM/PM peak hour turn volumes for 2030 with project conditions are illustrated in Figure 13. £=>*» y? CARLSBAD"7 COMPANY STORES 290/132 Q—600/117 ,220/329 U/1249 170/573 500/1020 820/2270 \565/1070 060/490—N LEGEND MOM - NOMINAL - DIRECTION OF TRAVEL - PROJECT SITE XX/YY - AM/PM PEAK HOUR Z.ZZZ - AVERAGE DAILY TRAFFIC •^-"-^ - RAILROAD TRACKS & ASSOCIATES, INC. 060809GG.dwn .^_i^_nB r-n , i \\ \ /r-n 2030 4- PROJECT \ I /**N I ( I K M 31/42 —554/1,467 •tr-127/108 619/933 f 226/95 AM/PM Turning Movements; 355/69 -' 1,635/972-* Y415/3T2-V 220/322-X 1..3.07/865-*1,152/1 ;1.40— •615/204-x ^621/1,315 ^-78/149 — 380/825 ^248)693 — 1,363/2,310 f 75/75Project Site 210/129-* ,228/1,635-'- 150/74"^ V 397/1,170 —79fi/i;i39 700/950.-— 120/283-. V369/1-4-5 — i.132/2.24 301/184--' 2,433/1,147^ 140/152^\ HORIZON YEAR (2030) WITH PROJECT PEAK HOUR VOLUMES 55-100414.001 AUGUST2008 EXHIBIT 13 ExistinCi Geometry y >^D PaloHiiir/Xiiporlfid- to ovlp -^ y i v Palpinar Aiipoil Rd. Ye<fr-2.03!J Volume Paloroar Airjioit. Rd_ ' 301/T84 240.6/1122 13 w 0) ocu CU OT i!"o0 T3•TOP D£•tioe ^toe.0mCL. @- ; v.> 00 ¥s^-^f Xl -.- ? §1.. .^__[ ji-^yi/ JB- .^ -^H ^^S f * ^^CL •2 ">•51 :ii i r- w. . 'in: to :23. & ! I" OT :^~. 44/79 -H--.914/1838 PalornarAUppftR?!'. .94B/4-10 >' AW/PM f r r* <^ -—S. 'to- .co 2 co e> CM-a^ CM• to 'CM: -B.&qomtnen-ded.rlrnprov'efnents/' Existing geomet'rfes us:eM fbr.yea.1: -203Q a m If sis. Ratomar-Airport.Rd,-i ^BrtRcU&i Existing g-feo lane use;d for ye,arl.0.3Q.anEa[.ysj5i.. sufficient- Spn Qeometry-anxl Traffic Volumes EXHIBIT.3 (page 15 of 2Q) Short Report Page 1 of 1 V SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/79/09 Time Period AM PEAK HOUR Site Information , , .. /-5 SB OFFIntersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD A . . v YEAR 2030 WITHOUTAnalysis Year PROJECT Volume and Timing Input EB Num. of Lanes Lane group K/olume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type U nit Extension Ped/Bike/RTOR Volume Lane Width |Parkin g/G rade/Parki ng IParking/hr !BJS stops/hr Unit Extension biasing [Timing LT 0 0 N Thru & RT 02 G= 50.0 G = Y= 5 Y = [Duration of Analysis (hrs) = 0.25 TH 3 TR 700 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 120 2 0.95 A 0 N 03 G = Y = WB LT 0 N 04 G = Y = TH 2 T 798 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N NB LT 0 0 N SB Only G= 30.0 Y= 5 Lane Group Capacity, Control Delay, and LOS ^\dj. flow rate Lane group cap. vie ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Iritersec. delay EB 863 2612 0.33 0.56 10.9 0.11 0.1 0.167 1.9 A 1.9 A 29.7 TH 0 RT 0 N SB LT 2 L 1114 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 06 07 G= G = Y Y = TH 0 0 RT 7 R 350 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 90.0 Determination WB 840 1867 0.45 0.56 11.9 0.11 0.2 0.167 2.1 A 2.1 A NB Intersection LOS SB 7773 7085 7.08 0.33 30.0 0.50 52.0 0.667 72.0 E 368 500 0.74 0.33 26.5 0.29 5.6 0.667 23.3 C 60.4 E C K HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If Short Report Page 1 of 1 V SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/19/09 Time Period AM PEAK HOUR Site Information , i ,. 1-5 SB OFFIntersection RAMP/PALOMAR AIRPOR , Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing riming EB LT 0 0 N Thru & RT 02 G= 50.0 G = Y= 5 Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 708 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 720 2 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 800 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N NB LT 0 0 N 04 SB Only G= G= 30.0 Y= Y= 5 TH 0 RT 0 N 06 G = Y = SB LT 2 L 1130 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 0 0 RT 1 R 350 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 90.0 _ane Group Capacity, Control Delay, and LOS Determination Adj. flow rate .ane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 871 2613 0.33 0.56 10.9 0.11 0.1 0.167 1.9 A 1.9 A 31.8 WB 842 1867 0.45 0.56 11.9 0.11 0.2 0.167 2.2 A 2.2 NB A Intersection LOS SB 1189 1085 1.10 0.33 30.0 0.50 57.4 0.667 77.4 E 368 500 0.74 0.33 26.5 0.29 5.6 0.667 23.3 C 64.6 E C HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: Signalized Intersections Release 4 . If V Phone: E-Mail: Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. Fax: OPERATIONAL ANALYSIS USAI USAI 02/19/09 AM PEAK HOUR 1-5 SB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: 1-5 SOUTHBOUND OFF-RAMP VOLUME DATA Eastbound L T R Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs 0 Peds Bikes 0 Buses %InProtPhase Duration 0.25 708 2 120 2 0.95 0.95 186 32 0 1800 3 ( TR 12.0 0 871 0.000 145 0 0 Westbound L T R 800 0.95 211 0 1800 2 ( T 12.0 842 0.000 000 0 Northbound L T R 000 0 Southbound L T R 1130 2 0.95 297 0 1800 2 0 L 12.0 1189 0 0 350 2 0.95 92 1800 1 " R 12.0 0 368 1.000 0 Area Type: All other areas OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R I Southbound I L T R I Init Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g 0 5 3 1 2 2 3 .0 .0 .000 .0 .0 .2 0.0 5 3.0 1.000 2.0 2.0 |0.0 15 |3.0 I |2.0 12.0 0.0 5 3.0 1. 000 2.0 2.0 3.2 3.2 Short Report Page 1 of 1 V SHORT REPORT General Information Analyst USAI kgency or Co. USAI Date Performed 02/19/09 Time Period PM PEAK HOUR Site Information 1-5 SB OFFintersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input |Num. of Lanes JLane group k/olume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/G rade/Parki ng 3arking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 0 0 N Thru & RT 02 G= 60.0 G = Y= 5 Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 950 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 283 0 0.95 A 0 N 03 G = Y = WB LT 0 N TH 2 T 1139 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N NB LT 0 0 N 04 SB Only G= G= 22.0 Y= Y= 5 TH 0 06 RT 0 N SB LT 2 L 769 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 (j — Q = Y =Y = TH 0 0 RT 1 R 418 2 0.95 A 2.0 2.0 5 3.0 75 12.0 N 0 3.0 08 G = Y = Cycle Length C = 92.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 1298 3041 0.43 0.65 7.7 0.11 0.1 0.144 1.2 A 1.2 A 24.0 WB 1199 2191 0.55 0.65 8.7 0.15 0.3 0.144 1.5 A 1.5 A NB Intersection LOS SB 809 779 1.04 0.24 35.0 0.50 42.6 1790 70.3 E 361 359 1.01 0.24 35.0 0.50 48.9 0.790 76.6 E 72.2 E C HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 \ SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/19/09 Time Period PM PEAK HOUR Site Information , A .. 1-5 SB OFFIntersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Thru & RT G= 60.0 Y= 5 EB LT 0 0 N 02 G = Y = Duration of Analysis (hrs) = 0.25 TH 3 TR 957 2 0.95 A 2.0 2 0 5 3.0 0 12.0 0 0 3.0 RT 0 283 0 0.95 A 0 N WB LT 0 N TH 2 T 1149 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 0 N NB LT 0 0 N SB Only G= 22.0 Y= 5 TH 0 06 G = Y = RT 0 N SB LT 2 L 783 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 0 0 RT 1 R 418 2 0.95 A 2.0 2.0 5 3.0 75 12.0 N 0 3.0 08 G = Y = Cycle Length C = 92.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 1305 3041 0.43 0.65 7.7 0.11 0.1 0.144 1.2 A 1.2 A 25.4 WB 1209 2191 0.55 0.65 8.7 0.15 0.3 0.144 1.6 A 1.6 A NB Intersection LOS SB 824 779 7.06 0.24 35.0 0.50 48.6 5.790 76.3 E 361 359 1.01 0.24 35.0 0.50 48.9 0.790 76.6 E 76.4 E C HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/19/09 PM PEAK HOUR 1-5 SB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: 1-5 SOUTHBOUND OFF-RAMP VOLUME DATA Eastbound L T R Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width | RTOR Vol | Adj Flow | %InSharedLn| Prop LTs | Prop RTs | Peds Bikes I Buses | %InProtPhase Duration 0.25 957 283 2 0 0.95 0.95 252 74 0 1800 3 ( TR 12.0 0 1305 0.000 228 0 0 Westbound L T R Northbound L T R 1149 2 0.95 302 0 1800 2 ( T 12.0 1209 0.000 000 0 I Area Type: All other areas OPERATING PARAMETERS 1 1 1 Init Unmet | Arriv. Type] Unit Ext. | I Factor | Lost Time I Ext of g | Fed Min g | Eastbound | W L T R | L 1 0.0 | 5 I 3.0 | 1.000 | 2.0 | 2.0 | 3.2 | Westbound T R ~o7"o 5 3.0 1.000 2.0 2.0 I Northbound I L T R Southbound | L T R | 1 783 2 0.95 206 0 1800 2 0 L 12.0 824 0 0 418 | 2 I 0.95 | 110 | 1 1 1800 | 1 1 1 1 R 1 12.0 | 75 | 361 | 1 1 1.000 | 1 0 I 1 Southbound L T R |0.0 15 |3.0 1 |2.0 |2.0 0.0 5 3.0 1.000 2.0 2.0 3.2 3.2 Short Report Page 1 of 1 a SHORT REPORT General Information Site Information Analyst USAI Intersection RAMP/PALOMAR AIRPOR Agency or Co. USAI Area Type All other areas Date Performed 02/19/09 Jurisdiction CARLSBAD Time Period AM PEAK HOUR . , . v YEAR 2030 WITHOUTAnalysis Year PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing riming EB Only G= 24.0 Y= 5 EB LT 1 L 150 2 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 32.0 Y= 5 Duration of Analysis (hrs) = 0.25 Lane Group Capacit Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay TH RT 3 0 T 1664 2 0.95 A 2.0 2.0 5 3.0 12.0 0 N 0 3.0 WB LT 0 0 N TH 3 T 963 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 2 R 498 2 0.95 A 2.0 2.0 5 3.0 50 12.0 N 0 3.0 NB LT 0 232 2 0.95 A 0 N TH 7 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 79.0 G = Y= 5 Y = RT 2 R 1441 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 750.0 y, Control Delay, and LOS Determination EB 158 268 0.59 0.16 58.4 0.18 3.4 0.873 54.4 D 7752 7955 0.90 0.47 47.5 0.42 5.9 0.543 28.5 C 30.6 C 41 5 WB 7074 7025 0.99 0.27 58.8 0.49 25.4 0.879 73.6 E 68.2 E NB 472 245 566 885 0.83 0.28 0.27 0.53 56.5 79.7 0.37 0.77 70.4 0.2 0.879 0.258 56.6 5.3 E A 7577 7507 7.07 0.53 35.5 0.50 25.9 9.258 35.0 D 30.9 C Intersection LOS SB D HCS2000™Copyright O 2000 University of Florida, All Rights Reserved Version 4.If Short Report Page 1 of 1 ^ SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/19/09 Time Period AM PEAK HOUR REPORT Site Information Intersection RAMP/PALOMAR^IRPOR Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group k/olume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 24.0 Y= 5 EB LT 1 L 150 2 0.95 A 2.0 2.0 5 3.0 72.0 N 0 3.0 Thru & RT G= 32.0 Y= 5 (Duration of Analysis (hrs) = 0.25 TH 3 T 1688 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N 03 G = Y = WB LT 0 0 N TH 3 r 968 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 2 R 501 2 0.95 A 2.0 2.0 5 3.0 50 12.0 N 0 3.0 NB LT 0 232 2 0.95 A 0 N TH 7 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 79.0 G = Y= 5 Y = RT 2 R 1457 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 150.0 Lane Group Capacity, Control Delay, and LOS Determination JAdj. flow rate |Lane group cap. |v/c ratio |Green ratio Unit, delay d1 |Delay factor k [increm. delay d2 |PF factor [Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 158 268 0.59 0.16 58.4 0.18 3.4 0.873 54.4 D 31 1777 1955 0.91 0.41 41.9 0.43 6.8 0.543 29.5 C 5 C 43.1 WB 1019 1025 0.99 0.21 58.9 0.50 26.6 0.819 74.9 E 69.2 E NB 475 245 566 885 0.84 0.28 0.27 0.53 56.5 79.7 0.37 0.77 70.8 0.2 0.879 0.258 57.7 5.3 E A 7534 1501 1.02 0.53 35.5 0.50 28.9 0.258 38.1 D 33.6 C Intersection LOS SB D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/19/09 AM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConf ig Lane Width RTOR Vol Adj Flow %InSharedLn Eastbound L T R 150 2 0.95 39 1800 1 L 12.0 158 Prop LTs | Prop RTs | 0 Peds Bikes I Buses 0 %InProtPhase Duration 0.25 1688 2 0.95 444 0 1800 3 0 T 12.0 1777 0.000 .000 0 Westbound | Northbound L T R | L T R 1 968 501 1232 1 1457 2 2 |2 2 2 0.95 0.95 10.95 0. 95 0.95 255 132 0 1800 1800 032 T R 12.0 12.0 50 1019 475 0.000 0.000 1.000 0 0 0 0 61 1 383 0 1800 1800 012 LT R 12.0 12.0 0 245 1534 0. 996 0.000 1.000 0 0 0 Southbound L T R 000 0 Area Type: All other areas OPERATING PARAMETERS Eastbound L T R Westbound R | Northbound I L T R Southbound I Init Unmet Arriv. Type|5 Unit Ext. I Factor Lost Time Ext of g Ped Min g I |0.0 15 |3.0 1 12.0 |2.0 0.0 5 3.0 1.000 2.0 2.0 1 0. 5 3. 1. 2. 2. 0 0 000 0 0 0 5 3 2 2 .0 | 1 .0 | 1 .0 | .0 | 0 5 3 1 2 2 .0 .0 .000 .0 .0 0 5 3 2 2 .0 .0 .0 .0 3.2 3.2 3.2 Short Report Page 1 of 1 r^( SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/19/09 Time Period PM PEAK HOUR Site Information Intersection RAMP/PALOMAR AIRPOR Area Type All other areas Jurisdiction CARLSBAD Analvsis Year YEAR 203° W'THOUTAnalysis Year PROJECT Volume and Timing Input vlum. of Lanes _ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 25.0 Y= 5 EB LT 7 L 252 0 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 27. Y= 5 0 (Duration of Analysis (hrs) = 0.25 _ane Group Capacit Adj. flow rate .ane group cap. |v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay TH 3 T 1468 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N WB LT 0 0 N TH 3 T 2102 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 WB Only 04 G= 29.0 G = Y =5 Y = RT 2 R 1133 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 0 277 2 0.95 A 0 N TH 7 LT 7 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 35.0 G = Y= 5 Y = RT 2 R 807 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = W — Cycle Length C = 730.0 y, Control Delay, and LOS Determination 265 329 0.87 0.79 50.2 0.35 73.7 0.847 55.9 E EB 7545 7886 0.82 0.39 35.4 0.36 3.0 0.570 23.7 C 27.9 C 46.0 WB 2273 2034 7.09 0.42 37.5 0.50 48.5 0.577 67.7 E 66.5 E NB 7793 223 7723 453 7.06 0.49 0.42 0.27 37.5 40.0 0.50 0.77 45.7 0.8 0.577 0.754 64.2 37.0 E C 843 7409 0.60 0.53 27.0 0.79 0.7 1246 5.9 A 11.1 B Intersection LOS SB D V»° ^ HCS2000™Copyright <D 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 n- SHORT REPORT General Information Date Perforr Time Period USAI o. USAI ned 02/79/09 PM PEAK HOUR Site Information Intersection RAMP/PALOMAR AIRPOR Jurisdiction CARLSBAD Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group k/olume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB Only G= 25.0 Y= 5 EB LT 7 L 252 0 0.95 A 2.0 2.0 5 3.0 12.0 N 0 3.0 Thru & RT G= 27. Y= 5 0 Duration of Analysis (hrs) = 0.25 Lane Group Capacit Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay TH 3 T 1488 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 N WB LT 0 0 N TH 3 T 2133 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 WB Only 04 G = Y = 29.0 G = 5 Y = RT 2 R 1154 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 0 277 2 0.95 A 0 N TH 7 LT 1 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 NB Only 06 G= 35.0 G = Y= 5 Y = RT 2 R 815 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 SB LT 0 0 N 07 G = Y = TH 0 RT 0 N 08 G = Y = Cycle Length C = 730.0 y, Control Delay, and LOS Determination 265 329 0.87 0.79 50.2 0.35 73.7 0.847 55.9 E 28 EB 7566 7886 0.83 0.39 35.6 0.37 3.3 0.570 23.6 C 2 C 49 6 WB 2245 2034 7.70 0.42 37.5 0.50 54.7 0.577 73.9 E 72.9 E NB 7275 223 7723 453 7.08 0.49 0.42 0.27 37.5 40.0 0.50 0.77 57.9 0.8 0.577 0.754 77.7 37.0 E C 858 7409 0.67 0.53 27.7 0.79 0.8 9.246 6.0 A 77.7 e Intersection LOS SB D HCS2000™Copyright O 2000 University of Florida, All Rights Reserved Version 4.If HCS2000: Signalized Intersections Release 4. If v/ (7 Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co. : Date Performed: Analysis Time Period: Intersection: -Area Type: - Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/19/09 PM PEAK HOUR 1-5 NB OFF RAMP/PALOMAR AIRPOR All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: 1-5 NORTHBOUND OFF-RAMP VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConf ig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses Eastbound L T R 252 0 0.95 66 1800 1 L 12.0 265 0 0 %InProtPhase Duration 0.25 1488 2 0.95 392 0 1800 3 0 T 12.0 1566 0.000 . 000 0 Area Westbound L T R 2133 1154 2 2 0.95 0.95 561 304 0 1800 1800 032 T R 12.0 12.0 0 2245 1215 0.000 0.000 1.000 0 0 0 0 0.0 ype: All other < Northbound L T R 211 1 815 222 0.95 0.95 0.95 56 1 214 0 1800 1800 012 LT R 12.0 12.0 0 223 858 0.996 0.000 1.000 0 0 0 areas Southbound | L T R 000 0 OPERATING PARAMETERS Eastbound L T R Westbound L T R Northbound L T R Southbound L T R Init Unmet Arriv. Type Unit Ext. I Factor Lost Time Ext of g Ped Min g 10 15 13 1 12 12 1 .0 .0 .0 .0 0 5 3 1 2 2 .0 .0 .000 .0 .0 0 5 3 1 2 2 3 .0 0 5 .0 3 .000 .0 2 .0 2 .2 .0 .0 .0 .0 0.0 5 3.0 : 1.000 2.0 ; 2.0 ; 3.2 0.0 5 3.0 0 0 3.2 Short Report Page 1 of 1 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/79/09 Time Period AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2030 NO PROJECT/NO MIT Volume and Timing Input Mum. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 19.0 Y= 5 EB LT 2 L 378 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 70.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 2437 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 210 2 0.95 A 0 N WB LT 2 L 105 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 983 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 7 R 238 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 295 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 16.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 398 442 0.90 0.14 59.6 0.42 21.1 0.895 74.5 E 2786 2507 1.11 0.50 35.0 0.50 56.4 0.333 68.1 E 68.9 E 57.7 TH 2 TH 220 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 253 2 0.95 A 100 N Excl. Left G= 76.0 Y= 4 SB LT 2 L 182 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 2 TR 80 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 752 2 0.95 A 100 N 08 G = Y = Cycle Length C = 740.0 v, and LOS Determination WB 111 1035 442 3383 0.25 0.31 0.14 0.50 54.1 20.7 0.11 0.11 0.3 0.1 0.895 0.333 48.8 6.9 D A 257 927 0.27 0.67 72.5 0.77 0.2 0.730 7.8 A 9.3 A NB 377 372 0.84 0.77 60.7 0.37 75.2 0.974 70.7 E 393 360 1.09 0.11 62.0 0.50 74.3 0.914 131.0 F 704.4 F Intersection LOS SB 792 372 0.52 0.77 58.4 0.72 7.3 0.974 54.6 D 739 367 0.39 0.77 57.4 0.77 0.7 0.974 53.2 D 54.0 D E HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If Short Report Page 1 of 1 SHORT General Information Analyst USAI kgency or Co. USAI pate Performed 02/19/09 Time Period AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2030 WITH PROJECT/NO MIT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Irrival type nit Extension ed/Bike/RTOR Volume ane Width arking/Grade/Parking arking/hr us stops/hr nit Extension hasing iming Excl. Left G= 79.0 Y= 5 EB LT 2 L 378 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 70.0 Y= 5 uration of Anajysis (hrs) = 0.25 TH 3 TR 2437 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 250 2 0.95 A 0 N WB LT 2 L 129 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 983 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 7 R 238 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 302 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 76.0 Y= 5 TH 2 TR 222 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 258 2 0.95 A 100 N Excl. Left G= 76.0 Y= 4 SB LT 2 L 182 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y — TH 2 TR 88 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 752 2 0.95 A 100 N 08 G = Y = Cycle Length C = 740.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 [Delay factor k [Increm. delay d2 IPF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 398 442 0.90 0.74 59.6 0.42 27.7 0.895 74.5 £ 2828 2502 1.13 0.50 35.0 0.50 64.3 0.333 76.0 E 75.8 E 62.3 WB 736 7035 442 3383 0.37 0.37 0.74 0.50 54.6 20.7 0.77 0.77 0.4 0.7 0.895 0.333 49.3 6.9 D A 10.1 257 927 0.27 0.67 72.5 0.77 0.2 0.730 7.8 A B NB 378 372 0.85 0.77 60.9 0.39 77.4 0.974 73.0 E 400 360 1.11 0.11 62.0 0.50 80.9 0.914 137.6 F 109.0 F Intersection LOS SB 792 372 0.52 0.11 58.4 0.12 1.3 0.914 54.6 D 748 363 0.47 0.77 57.6 0.11 0.7 0.914 53.4 D 54.1 D E WCS2000™Copyright €> 2000 University of Florida, All Rights Reserved Version 4.If Short Report SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/19/09 Time Period AM PEAK Page 1 of 1 V REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2030 WITH PROJECT/WITH MT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 2 L 378 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 79.0 G= 70.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 2437 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 250 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 2 L 129 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 983 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 238 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru& NB LT 2 L 302 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3 RT G= 76.0 Y= 5 0 TH 2 TR 222 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 Excl. Left G= 76.0 Y= 4 RT 0 258 2 0.95 A 100 N SB LT 2 L 782 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 2 TR 88 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 0 752 2 0.95 A 100 N 08 G = Y = Cycle Length C = 740.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 398 442 0.90 0.74 59.6 0.42 27.7 0.895 74.5 £ 2565 2537 1.01 0.50 35.0 0.50 20.6 0.333 32.3 C 263 792 0.33 0.50 27.0 0.77 0.2 0.333 7.2 A 35.5 D 39.5 136 442 0.31 0.14 54.6 0.11 0.4 0.895 49.3 D WB 7035 3383 0.37 0.50 20.7 0.77 0.7 0.333 6.9 A 257 927 0.27 0.67 72.5 0.77 0.2 0.730 7.8 A 10.1 B NB 378 372 0.85 0.77 60.9 0.39 77.4 0.974 73.0 £ 400 360 1.11 0.11 62.0 0.50 80.9 0.914 137.6 F 709.0 F Intersection LOS SB 792 372 0.52 0.77 58.4 0.72 7.3 0.974 54.6 D 748 363 0.47 0.77 57.6 0.77 0.7 0.974 53.4 D 54.7 D D //CS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/19/09 AM PEAK PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD YEAR 2030 WITH PROJECT/WITH MT N/S St: PASEO DEL NORTE VOLUME DATA Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig Lane Width RTOR Vol Adj Flow %InSharedLn Prop LTs Prop RTs Peds Bikes Buses %InProtPhase Duration 0.25 Eastbound L T R 378 2 0.95 99 1800 2 L 12.0 398 0. 0 0 ^ 2437 250 2 2 0.95 0.95 641 66 0 1900 1900 3 1 T R 12.0 12.0 0 2565 263 0.000 000 1.000 0 0 0 I Westbound I L T R 1 I 129 12 I 0.95 134 1 1 | 1800 1 1 1 2 1 L I 12.0 1 |136 i1 1 1 0 1 0 10 I 983 238 2 2 0.95 0.95 259 63 0 1900 1800 4 1 T R 12.0 12.0 0 1035 251 0.000 .000 1.000 0 0 0 0.0 Northbound L T R 302 2 0.95 79 1800 2 L 12.0 318 0 0 0 222 258 2 2 0.95 0.95 58 68 0 1800 2 0 TR 12.0 100 400 0.000 .415 0 0 Southbound | L T R | 1 182 2 0.95 48 1800 2 L 12.0 192 0 0 0 88 152 | 2 2 | 0.95 0.95 | 23 40 | 1 0 I 1800 I 1 1 2 0 | TR | 12.0 | 100 | 148 | 0.000 | 372 | 1 0 I 1 Area Type: All other areas OPERATING PARAMETERS Eastbound Westbound R R Northbound T R I | Southbound I L T R I Init Unmet |0.0 Arriv. Type|5 Unit Ext. I Factor Lost Time Ext of g Ped Min g 3.0 2.0 0.0 0.0 5 5 0 3.0 000 0 2.0 3 1 2 2.0 2.0 2.0 10. 15 13. 1 12. 12. 0 0 0 0 0 5 3 1 2 2 .0 .0 .000 .0 .0 0 5 3 2 2 .0 . 0 .0 . 0 10 15 13 1 12 12 1 .0 .0 .0 .0 0. 5 3. 1. 2. 2. 0 0 000 0 0 10. 15 13. 1 12. 12. 1 0 0 0 0 0 5 3 1 2 2 .0 .0 . 000 .0 .0 Short Report Page 1 of 1 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/20/09 Time Period PM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD 2030 NO PROJ./NO MIT. Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing [Timing Excl. Left G= 24.5 Y= 5 EB LT 2 L 525 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 56.5 Y= 5 [Duration of Analysis (hrs) = 0.25 TH 3 TR 1272 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 573 2 0.95 A 50 N WB LT 2 L 311 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 2529 0 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 7 R 347 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 330 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 22.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay JLane group LOS jApprch. delay [Approach LOS jlntersec. delay EB 553 570 0.97 0.77 57.4 0.48 30.2 0.859 79.4 E 1890 1867 1.01 0.40 41.8 0.50 23.9 0.549 46.8 D 54.2 D 59.4 TH 2 TR 225 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 770 2 0.95 A 100 N SB LT 2 L 288 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 77.0 G = Y= 5 Y = TH 2 TR 325 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 334 2 0.95 A 90 N 08 G = Y = Cycle Length C = 740.0 y, and LOS Determination WB 327 2662 570 2597 0.57 7.03 0.77 0.40 53.0 47.8 0.77 0.50 7.4 25.7 0.859 0.549 46.9 48.0 D D 365 787 0.46 0.52 20.9 0.77 0.4 0.263 5.9 A 43.3 D NB 347 395 0.88 0.72 60.5 0.47 79.6 0.908 74.6 E 311 509 0.61 0.16 55.0 0.20 2.2 0.876 50.3 D 63.1 E Intersection LOS SB 303 395 0.77 0.72 59.6 0.32 8.8 0.908 62.9 E 599 494 7.27 0.76 59.0 0.50 773.2 0.876 764.9 F 730.6 F E HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 SHORT General Information Analyst US/A/ kgency or Co. USAI pate Performed 02/23/09 Time Period PM PEAK REPORT Site Information Intersection PALOMAR AIRPORTintersection RD./PASEO DEL Area Type All other areas Jurisdiction CARLSBAD Analysis Year 2030 WITH PROJ./NO MIT. Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type (Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr |Unit Extension phasing mming Excl. Left G= 24.5 Y= 5 EB LT 2 L 525 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 56.5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 TR 1272 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 608 2 0.95 A 50 N WB LT 2 L 337 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 2529 0 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y — V —1 1 RT 7 R 347 2 0.95 A 2.0 2.0 5 3.0 0 72.0 N 0 3.0 NB LT 2 L 382 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 22.0 Y= 5 Lane Group Capacity, Control Dela Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS ntersec. delay EB 553 570 0.97 0.77 57.4 0.48 30.2 0.859 79.4 E 1926 1867 1.03 0.40 41.8 0.50 29.4 0.549 52.3 D 58.4 E 63.2 TH 2 TR 235 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 207 2 0.95 A 100 N SB LT 2 L 288 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 77.0 G = Y= 5 Y = TH 2 TR 332 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 334 2 0.95 A 90 N 08 G = Y = Cycle Length C = 740.0 y, and LOS Determination WB 348 2662 570 2597 0.67 7.03 0.77 0.40 53.3 47.8 0.20 0.50 7.9 25.7 0.859 0.549 47.7 48.0 D D 365 787 0.46 0.52 20.9 0.77 0.4 0.263 5.9 A 43.4 D NB 402 395 7.02 0.72 67.5 0.50 49.8 0.908 705.7 F 353 504 0.70 0.16 55.9 0.27 4.3 0.876 53.2 D 81.2 F Intersection LOS SB 303 395 0.77 0.72 59.6 0.32 8.8 0.908 62.9 E 606 494 7.23 0.76 59.0 0.50 778.9 0.876 770.6 F 734.7 F E HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 SHORT General Information Analyst USAI kgency or Co. USAI Date Performed 02/23/09 Time Period PM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./PASEO DEL All other areas CARLSBAD 2030 WITH PROJ./WITH MIT. Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time lExt. eff. green krrival type (Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 2 L 525 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 24.5 G= 56.5 Y= 5 Y= 5 (Duration of Analysis (hrs) = 0.25 TH 3 T 1272 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 608 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 2 L 331 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 4 T 2529 0 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 347 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru& NB LT 2 L 382 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 RT G= 22.0 Y= 5 TH 2 TR 235 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 207 2 0.95 A 100 N SB LT 2 L 288 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 77.0 G = Y= 5 Y = TH 2 TR 332 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 334 2 0.95 A 90 N 08 G = Y = Cycle Length C = 740.0 Lane Group Capacity, Control Delay, and LOS Determination |Adj. flow rate [Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 553 570 0.97 0.77 57.4 0.48 30.2 0.859 79.4 E 1339 1867 0.72 0.40 35.0 0.28 1.4 0.549 20.6 C 640 787 0.81 0.52 27.6 0.35 6.5 0.263 13.8 B 31.7 C 54.2 WB 348 570 0.67 0.77 53.3 0.20 7.9 0.859 47.7 D 2662 2591 1.03 0.40 47.8 0.50 25.7 0.549 48.0 D 365 787 0.46 0.52 20.9 0.77 0.4 0.263 5.9 A 43.4 D NB 402 395 7.02 0.72 67.5 0.50 49.8 0.908 705.7 F 353 504 0.70 0.16 55.9 0.27 4.3 0.876 53.2 D 87.2 F Intersection LOS SB 303 395 0.77 0.72 59.6 0.32 8.8 0.908 62.9 E 606 494 7.23 0.76 59.0 0.50 778.9 0.876 770.6 F 734.7 F D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If Short Report Page 1 of 1 i SHORT General Information Analyst Agency or Co. Date Performed Time Period USAI USAI 02/20/09 AM PEAK REPORT Site Information . . r t. PALOMAR AIRPORTIntersection RD./ARMADA DR. Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 16.0 Y= 5 EB LT 2 L 300 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Thru & RT G= 62.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 2433 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 140 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 WB LT 1 L 105 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 TH 3 T 1122 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 1 R 370 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 95 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Thru & RT G= 20.0 Y= 5 TH 7 TR 25 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 55 2 0.95 A 0 N SB LT 2 L 98 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Excl. Left 07 G= 72.0 G = Y = 5 Y = TH 7 T 45 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 7 R 110 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 316 401 0.79 0.12 55.4 0.33 10.1 0.906 60.3 E 2561 2293 1.12 0.48 34.0 0.50 59.3 0.392 72.6 E 147 850 0.17 0.57 13.4 0.11 0.1 0.119 1.7 A 67.9 E 47.0 WB 111 1181 206 2293 0.54 0.52 0.12 0.48 53.5 23.6 0.14 0.12 2.8 0.2 0.906 0.392 51.4 9.4 D A 10.6 389 852 0.46 0.57 16.3 0.11 0.4 0.119 2.3 A B NB 700 307 0.33 0.09 55.2 0.77 0.7 0.932 52.2 D 84 242 0.35 0.15 49.2 0.11 0.9 0.879 44.1 D 48.5 D Intersection LOS SB 703 307 0.34 0.09 55.3 0.77 0.7 0.932 C 52.2 D 47 272 0.17 0.15 47.8 0.11 0.3 1879 42.3 D 116 415 0.28 0.28 36.8 0.11 0.4 0.745 27.8 C 39.8 D D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If Short Report Page 1 of 1>.. SHORT General Information Analyst kgency or Co. bate Performed Time Period USAI USAI 02/20/09 AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./ARMADA DR. All other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group K/olume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 76.0 Y= 5 EB LT 2 L 302 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Thru & RT G= 62.0 Y= 5 Duration of Analysis Ihrs) = 0.25 TH 3 T 2436 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 140 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 7 L 105 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 TH 3 T 1140 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 370 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 95 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Thru & RT G= 20.0 Y= 5 TH 7 TR 25 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 55 2 0.95 A 0 N SB LT 2 L 98 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Excl. Left 07 G= 72.0 G = Y= 5 Y = TH 7 T 45 2 0.95 A 2.0 2.0 5 3.0 12.0 0 0 3.0 RT 7 R 777 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination [Adj. flow rate Lane group cap. |v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 378 407 0.79 0.72 55.4 0.34 70.5 0.906 60.7 £ 2564 2293 1.12 0.48 34.0 0.50 59.8 0.392 73.1 E 747 850 0.77 0.57 73.4 0.77 0.7 0.779 7.7 A 68.3 E 47.2 WB 777 206 0.54 0.72 53.5 0.74 2.8 7200 2293 0.52 0.48 23.7 0.73 0.2 0.906 0.392 57.4 D 9.5 A 10.6 389 852 0.46 0.57 76.3 0.77 0.4 0.779 2.3 A B NB 700 307 0.33 0.09 55.2 0.77 0.7 0.932 52.2 D 84 242 0.35 0.75 49.2 0.77 0.9 0.879 44.7 D 48.5 D Intersection LOS SB 703 307 0.34 0.09 55.3 - 0.77 0.7 0.932 C 52.2 ' D 47 272 177 9.75 47.8 0.11 0.3 1.879 42.3 D 117 415 0.28 0.28 36.9 0.11 0.4 0.745 27.8 C 39.8 D D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: Signalized Intersections Release 4.If k Phone: E-Mail: Fax: OPERATIONAL ANALYSIS Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Area Type: Jurisdiction: Analysis Year: Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/20/09 AM PEAK PALOMAR AIRPORT RD./ARMADA DR. All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: ARMADA DR. VOLUME DATA 11 Volume % Heavy Veh PHF PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No. Lanes LGConfig | Lane Width RTOR Vol | Adj Flow | %InSharedLn | Prop LTs | Prop RTs Peds Bikes] Buses | %InProtPhase Duration Eastbound L 302 2 0.95 79 1800 2 L 12.0 318 0. 5 0 0.25 T R 2436 140 2 2 0. 95 0.95 641 37 0 1800 1800 3 1 T R 12.0 12.0 0 2564 147 0.000 000 1.000 0 0 0 0.0 Westbound L 105 2 0.95 28 1800 1 L 12.0 111 0 5 0 Area Type: T R 1140 370 2 2 0.95 0.95 300 97 0 1800 1800 3 1 T R 12.0 12.0 0 1200 389 0.000 .000 1.000 0 0 0 0.0 Northbound L 95 2 0.95 25 1800 2 L 12.0 100 0. 5 0 All other areas T R 25 55 2 2 0.95 0.95 7 14 0 1800 1 0 TR 12.0 0 84 0.000 690 0 0 Southbound L T R 98 45 111 222 0.95 0.95 0.95 26 12 29 0 1800 1800 1800 211 L T R 12.0 12.0 12.0 0 103 47 117 0.000 0.000 1.000 5 000 OPERATING PARAMETERS | Eastbound I Westbound | Northbound 1 1 Init Unmet Arriv. Type| Unit Ext. | I Factor Lost Time Ext of g | Ped Min g L 0.0 5 3.0 2.0 2.0 T R | L 0.0 0.0 |0.0 5 5 |5 3.0 3.0 |3.0 1.000 | 2.0 2.0 |2.0 2.0 2.0 |2.0 T R | L 1 0.0 0.0 0.0 5 5 |5 3.0 3.0 3.0 1.000 | 2.0 2.0 |2.0 2.0 2.0 |2.0 1 T R 0.0 5 3.0 1.000 2.0 2.0 Southbound L T R 0.0 0.0 0.0 555 3.0 3.0 3.0 1.000 2.0 2.0 2.0 2.0 2.0 2.0 Short Report Page 1 of 1 SHORT General Information Analyst kgency or Co. Date Performed Time Period USAI USAI 02/20/09 PM PEAK REPORT Site Information i to««^« PALOMAR AIRPORTIntersection RD./ARMADA DR. Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input Num. of Lanes Lane group [Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr |Bus stops/hr |(Jnit Extension [Phasing [Timing Excl. Left G= 70.0 Y= 5 EB LT 2 L 185 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 WB Only G= 14.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1147 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 150 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 WB LT 7 L 285 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 2248 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 Thru & RT 04 G= 41.0 G = Y= 5 Y = RT 7 R 145 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 345 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 27.0 Y= 5 TH 7 TR 95 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 250 2 0.95 A 100 N SB LT 2 L 429 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left 07 G= 79.0 G = Y= 5 Y = TH 7 T 80 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 355 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 /"^ _ Y = Cycle Length C = 730.0 [Lane Group Capacity, Control Delay, and LOS Determination [Adj. flow rate [Lane group cap. |v/c ratio preen ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay |Lane group LOS JApprch. delay [Approach LOS jlntersec. delay EB 195 250 0.78 0.08 58.9 0.33 14.6 0.944 70.3 E 1207 1516 0.80 0.32 40.7 0.34 3.1 0.693 31.2 C 158 473 0.33 0.32 34.1 0.11 0.4 0.693 24.0 C 35.4 D 51.1 WB 300 2366 374 2279 0.80 7.07 0.22 0.46 47.8 35.0 0.35 0.50 77.9 39.6 0.809 0.429 50.5 54.6 D D 51.3 753 972 0.77 0.67 77.7 0.77 0.7 0.727 7.5 A D NB 363 476 0.76 0.75 53.3 0.37 7.2 0.886 54.4 D 258 259 1.00 0.16 54.5 0.50 54.8 0.872 102.2 F 74.3 £ Intersection LOS SB 452 476 0.95 0.75 55.0 0.46 28.9 0.886 t 77.6 E 84 285 0.29 9.76 48.0 0.11 0.6 1.872 42.4 D 268 358 0.75 0.24 45.9 0.30 8.5 0.791 44.8 D 63.0 E D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 02/20/09 Time Period PM PEAK REPORT Site Information Inter.sprtinn PALOMAR AIRPORT miers on RD./ ARM AD A DR. Area Type All other areas Jurisdiction CARLSBAD Analysis Year __„ /n-p-r- Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing riming EB LT 2 L 185 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left WB Only G= 70.0 G= 74.0 Y= 5 Y= 5 (Duration of Analysis (hrs) = 0.25 TH 3 T 1168 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 150 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 47.0 Y= 5 WB LT 7 L 285 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 2261 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3 0 04 G = Y = RT 7 R 145 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 345 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 7 TR 95 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 0 250 2 0.95 A 100 N Thru & RT Excl. Left G= 27.0 G= 79.0 Y= 5 Y= 5 SB LT 2 L 429 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 r 80 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 357 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination |Adj. flow rate |Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS JApprch. delay [Approach LOS [Intersec. delay EB 795 250 0.78 0.08 58.9 0.33 74.6 0.944 70.3 £ 1229 1516 0.81 0.32 40.9 0.35 3.4 0.693 31.8 C 758 473 0.33 0.32 34.7 0.77 0.4 0.693 24.0 C 35.8 D 52.7 WB 300 374 0.80 0.22 47.8 0.35 77.9 2380 2279 7.07 0.46 35.0 0.50 42.0 0.809 0.429 50.5 D 57.0 £ 53.3 153 912 0.17 0.61 11.1 0.11 0.1 0.127 1.5 A D NB 363 258 476 259 0.76 7.00 0.75 0.76 53.3 54.5 0.37 0.50 7.2 54.8 0.886 0.872 54.4 702.2 D F 74.3 E Intersection LOS SB 452 476 0.95 0.75 55.0 0.46 28.9 0.886 C 77.6 E 84 285 9.29 9.76 48.0 9.77 0.6 1.872 42.4 D 271 358 0.76 0.24 46.0 0.31 9.0 0.791 45.4 D 63.1 E D HCS20007M Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: Signalized Intersections Release 4.If Phone: E-Mail: Fax: OPERATIONAL ANALYSIS • Analyst: 'Agency/Co.: 'Date Performed: Analysis Time Period: t' Intersection: ,-Area Type: Jurisdiction: 'Analysis Year: ". Project ID: GREEN DRAGON E/W St: PALOMAR AIRPORT RD. USAI USAI 02/20/09 PM PEAK PALOMAR AIRPORT RD./ARMADA DR. All other areas CARLSBAD YEAR 2030 WITH PROJECT N/S St: ARMADA DR. VOLUME DATA I Eastbound I L T R 1 Volume 185 '", % Heavy Veh I 2 '. PHF | 0.95 PK 15 Vol Hi Ln Vol % Grade Ideal Sat ParkExist NumPark No . Lanes LGConfig Lane Width RTOR Vol Adj Flow • UnSharedLn Prop LTs Prop RTs 49 1800 2 L 12.0 195 0 •» Peds Bikes | 0 ''Buses |0 ?»- %InProtPhase * Duration 0 . 25 1168 2 0.95 307 0 1800 3 T 12.0 1229 150 2 0.95 39 1800 1 R 12.0 0 158 0.000 .000 1 0 0 .000 0 Westbound L T R 285 2 0.95 75 1800 1 L 12.0 300 0 0 0 Area Type : 2261 145 2 2 0.95 0.95 595 38 0 1800 1800 3 1 T R 12.0 12.0 0 2380 153 0.000 .000 1.000 0 0 0 0.0 Northbound L T R 345 2 0.95 91 1800 2 L 12.0 363 0. 0 0 All other areas 95 250 2 2 0.95 0.95 25 66 0 1800 1 0 TR 12.0 100 258 0.000 Southbound L T R 429 2 0.95 113 1800 2 L 12.0 452 80 2 0.95 21 0 1800 1 T 12.0 84 357 2 0.95 94 1800 1 R 12.0 100 | 271 | 1 0.000 | 612 | 0 0 | 0 0 | 0 1 .000 1 0 0 .000 | 1 0 I 0.0 | "'" OPERATING PARAMETERS '••>%. | Eastbound | Westbound I Northbound I Southbound I 1 L 1 "•" Init Unmet I 0. 0 ^ Arriv. Type I 5 „«». Unit Ext. | 3.0 '« I Factor | ;;* Lost Time | 2 . 0 „», Ext of g | 2 . 0 • -' Fed Min g | T 0.0 5 3.0 1.000 2.0 2.0 R L 0.0 |0.0 5 |5 3.0 |3.0 1 2.0 2.0 2.0 |2.0 1 T R | L 1 0.0 0.0 |0.0 5 5 |5 3.0 3.0 |3.0 1.000 | 2.0 2.0 |2.0 2.0 2.0 |2.0 1 T R | L 1 0.0 |0.0 5 |5 3.0 |3.0 1.000 | 2.0 |2.0 2.0 |2.0 1 T 0.0 5 3.0 1.000 2.0 2.0 R 1 1 0.0 | 5 I 3.0 | 2.0 | 2.0 | 1 Short Report Page 1 of 1 SHORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period AM PEAK REPORT Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL All other areas CARLSBAD YEAR 2030 WITHOUT PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Darking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 2 L 950 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left EB Only G= 18.0 G= 15.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1336 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 65 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 34.0 Y= 5 WB LT 2 L 64 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 957 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 1 R 49 2 0 95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 230 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 25.0 5 TH 2 r 505 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 228 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G= 73.0 Y= 5 SB LT 7 L 56 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 TR 115 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 410 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 7000 7406 952 2219 1.05 0.63 0.29 0.42 46.0 30.2 0.50 0.21 43.3 0.6 0.725 0.526 76.7 16.5 E B 68 623 0.11 0.42 23.3 0.11 0.1 0.526 12.3 B 40.7 D 40.2 WB 67 451 0.15 0.14 49.3 0.11 0.2 1.893 44.1 D 1007 1397 0.72 0.26 43.7 0.28 1.9 0.764 35.2 D 52 542 0.10 0.36 27.4 0.11 0.1 0.622 17.2 B 34.9 C NB 242 326 0.74 0.70 56.9 0.30 8.8 0.926 61.5 E 532 718 0.74 0.19 49.4 0.30 4.1 0.841 45.7 D 135 288 0.47 0.19 46.6 0.11 1.2 0.841 40.4 D 49.1 D Intersection LOS SB 59 168 0.35 0.10 54.6 0.11 1.3 0.926 (. 51.8 D 727 377 9.32 9.79 45.2 0.11 0.5 1.841 38.5 D 326 496 0.66 0.33 37.2 0.23 3.2 0.670 28.1 C 33.4 C D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 S" SHORT General Information Analyst Agency or Co. Date Performed Time Period USAI USAI 12/17/08 AM PEAK REPORT Site Information Intoreorti^n PALOMAR AIRPORTIntersection RD. /COLLEGE BL Area Type All other areas Jurisdiction CARLSBAD Ana,ys,sYsar ™R™™m Volume and Timing Input Num. of Lanes _ane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking 3arking/hr Bus stops/hr Unit Extension Phasing Timing Excl. Left G= 78.0 Y= 5 EB LT 2 L 951 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 EB Only G= 75.0 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1336 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 66 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 34.0 Y= 5 WB LT 2 L 64 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 967 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 7 R 49 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 234 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G= 25.0 Y= 5 TH 2 T 505 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 228 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G= 73.0 Y= 5 SB LT 7 L 56 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y = TH 7 TR 115 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 474 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 1001 1406 952 2219 1.05 0.63 0.29 0.42 46.0 30.2 0.50 0.21 43.7 0.6 0.725 0.526 77.0 16.5 E B 69 623 0.11 0.42 23.3 0.11 0.1 0.526 12.3 B 40.8 D 40.3 WB 67 457 0.75 0.74 49.3 0.77 0.2 0.893 44.7 D 1018 1397 0.73 0.26 43.8 0.29 2.0 0.764 35.4 D 52 542 0.10 0.36 27.4 0.11 0.7 0.622 17.2 B 35.1 D NB 246 326 0.75 0.70 56.9 0.37 9.6 0.926 62.4 £ 532 778 0.74 0.79 49.4 0.30 4.7 0.847 45.7 D 49.4 135 288 0.47 0.19 46.6 0.11 1.2 0.841 40.4 D D Intersection LOS SB 59 768 0.35 0.70 54.6 0.77 7.3 0.926 ( 57.8 D 727 377 0.32 0.19 45.2 0.11 0.5 1841 38.5 D 331 496 0.67 0.33 37.4 0.24 3.4 0.670 28.5 C 33.5 C D HCS2000™Copyright © 2000 University of Florida, All Rights Reserved Version 4.If SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/17/08 Time Period PM PEAK Site Information ntersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL- AH other areas CARLSBAD YEAR 2030 WITHOUT PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume .ane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasing Timing EB LT 2 L 410 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 18.0 G= 45.0 Y= 5 Y= 5 Duration of Analysis (hrsj = 0.25 TH 3 T 7200 2 0.95 A 2.0 2.0 5 3.0 0 72.0 0 0 3.0 RT 7 R 245 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 WB LT 2 L 267 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 7840 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 03 04 G= G = Y= Y = RT 7 R 87 2 0 95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 175 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 37.0 5 TH 2 T 150 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 146 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G= 70.0 Y= 5 SB LT 7 L 86 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3,0 07 G = Y = TH 7 TR 545 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 785 2 0.95 A 2.0 2.0 5 3.0 200 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k ncrem. delay d2 DF factor Control delay Lane group LOS Apprch. delay Approach LOS ntersec. delay EB 432 7263 457 7849 0.96 0.68 0.74 0.35 55.6 36.4 0.47 0.25 26.5 0.8 0.893 0.647 76.2 24.3 E C 35.5 WB 258 579 0.50 0.35 33.6 0.77 0.6 0.647 22.3 C D 49.9 #CS2000™ file://C:\Documents and Settings^ 281 451 0.62 0.14 52.8 0.21 1.7 0.893 48.9 D 1937 1849 1.05 0.35 42.5 0.50 31.0 0.647 58.5 E 92 635 0.14 0.42 23.0 0.11 0.1 0.511 11.8 B 55.5 E NB 784 250 0.74 0.08 58.7 0.29 8.3 0.944 63.7 E 758 7062 0.75 0.28 34.7 0.77 0.0 0.735 25.6 C 48 427 0.11 0.28 34.4 0.11 0.1 0.735 25.3 C 43.5 D Intersection LOS Copyright © 2000 University of Florida, All Rights Reserved SKab\Local Settings\Temp\s2kl39.tmp SB 97 729 0.77 0.08 58.6 0.27 76.7 0.944 77.4 E 574 558 7.03 0.28 46.5 0.50 45.6 7735 79.8 E 616 635 0.97 0.42 36.7 0.48 28.3 0.511 47.0 D 63.4 E D Version 4. If 12/17/2008 l t JLVUpUJL L SHORT REPORT General Information Analyst USAI Agency or Co. USAI Date Performed 12/1 7/08 Time Period PM PEAK Site Information Intersection Area Type Jurisdiction Analysis Year PALOMAR AIRPORT RD./COLLEGE BL AH other areas CARLSBAD YEAR 2030 WITH PROJECT Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume .ane Width Parking/Grade/Parking Parking/hr Jus stops/hr Unit Extension Phasing Timing EB LT 2 L 415 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Excl. Left Thru & RT G= 18.0 G= 45.0 Y= 5 Y= 5 Duration of Analysis (hrs) = 0.25 TH 3 T 1210 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 1 R 250 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 03 G = Y = WB LT 2 L 267 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 TH 3 T 7847 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 04 G = Y = RT 1 R 87 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 NB LT 2 L 178 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 Thru & RT G = Y = 37.0 5 TH 2 T 750 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 146 2 0.95 A 2.0 2.0 5 3.0 100 12.0 N 0 3.0 Excl. Left G= 10.0 Y= 5 SB LT 7 L 86 2 0.95 A 2.0 2.0 5 3.0 0 12.0 N 0 3.0 07 G = Y — TH 7 TR 545 2 0.95 A 2.0 2.0 5 3.0 0 12.0 0 0 3.0 RT 7 R 788 2 0.95 A 2.0 2.0 5 3.0 200 12.0 N 0 3.0 08 G = Y = Cycle Length C = 730.0 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay EB 437 7274 451 1849 0.97 0.69 < 0.14 0.35 55.7 36.5 , 0.48 0.26 28.9 0.8 0.893 0.647 ( 78.7 24.4 E C 263 519 0.51 J 35 33.7 0.12 0.6 1647 22.4 C 36.2 D 50.6 WB 281 451 0.62 0.14 52.8 0.21 1.7 0.893 48.9 D 1944 1849 1.05 0.35 42.5 0.50 32.4 0.647 59.9 E 92 635 0.14 0.42 23 0 0.11 0.1 0.511 11.8 B 56.6 E NB 187 250 0.75 0.08 58.8 0.30 9.0 0.944 64.5 E 158 1062 0.15 0.28 34.7 0.11 0.0 0.735 25.6 C 48 427 0.11 0.28 34.4 0.11 0.1 0.735 25.3 C 44.1 D Intersection LOS HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved file://C:VDocuments and Settings\SKab\Local Settings\Temp\s2kl39.tmp SB 97 729 0.77 0.08 58.6 0.27 76.7 0.944 77.4 E 574 558 7.03 0.28 46.5 0.50 45.6 ).735 79.8 E 619 635 0.97 0.42 36.8 0.48 29.4 0.511 48.2 D 64.0 E D Version 4. U 12/17/2008 HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: USAI Agency/Co.: USAI Date Performed: 12/17/08 Analysis Time Period: AM PEAK HOUR Intersection: PASEO DEL NORTE/NORTH DWY. Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: NORTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R | L T R Major Street: Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 TWLTL 1 L 775 0.95 815 — — 2 T No Westbound 7 L 8 9 T R 0 428 0.95 450 —/ 1 2 0 T TR Yes Eastbound | 10 11 I L T 8 0.95 8 0 0 34 0.95 35 — 12 R 1 0.95 1 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R _Delay, Queue Length, and Level of Service Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 4 1353 0.00 0.01 7.7 A Eastbound | 10 11 1 L 8 520 0.02 0.05 12.0 B ^} 12 R 1 923 0.00 0.00 8.9 A HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: USAI USAI 12/17/08 PM PEAK HOUR PASEO DEL NORTE/NORTH DWY. CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: NORTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R I L T R vP? Major Street: Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 TWLTL 1 L 771 0.95 811 — — 2 T No Westbound 7 L 8 9 T R 0 1237 0.95 1302 —/ 1 2 0 T TR Yes Eastbound I 10 11 | L T 47 0.95 49 0 0 29 0.95 30 — 12 R 5 0.95 5 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R Delay, Queue Length, and Level of Service Approach Movement Lane Config v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 L | 4 578 0.01 0.02 11.3 B Eastbound I 10 11 1 L 49 207 0.24 0.89 27 .7 D ,^~---\ 26.1 D 12 R 5 647 0.01 0.02 10.6 \B HCS2000: Unsignalized Intersections Release 4.If TWO-WAY STOP CONTROL SUMMARY Analyst: USAI Agency/Co.: USAI /) Date Performed: 12/17/08 ' Analysis Time Period: AM PEAK HOUR "I Intersection: PASEO DEL NORTE/SOUTH DWY. Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: SOUTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R L T R Major Street: Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage R.T Channelized? Lanes Configuration Upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 4 0.95 4 0 772 0.95 812 — — 396 0.95 416 — 33 0.95 34 -- Undivided / 1 L 2 T No Westbound 7 L 8 9 T R 0 2 0 T TR Yes Eastbound | 10 11 | L T 7 0.95 7 0 0 12 R 1 0.95 1 0 Flared Approach: Exists?/Storage / / Lanes Configuration 1 1 L R Delay, Queue Length, and Level of Service Approach Movement Lane Config v ( vph ) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS NB SB Westbound 1 4 | 7 8 9 4 1121 0.00 0.01 8.2 A Eastbound I 10 11 1 L 7 304 0.02 0.07 17.1 r> , , (^ \ fe> 12 R 1 784 0.00 0.00 9.6 A HCS2000: Unsignalized Intersections Release 4. If TWO-WAY STOP CONTROL SUMMARY Analyst: USAI Agency/Co.: USAI Date Performed: 12/17/08 Analysis Time Period: PM PEAK HOUR Intersection: PASEO DEL NORTE/SOUTH DWY. Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: GREEN DRAGON TAVERN East/West Street: SOUTH DRIVEWAY North/South Street: PASEO DEL NORTE Intersection Orientation: NS Study period (hrs] Vehicle Volumes and Adjustments 0.25 Major Street:Approach Movement Northbound 123 L T R 4 L Southbound 5 6 T R Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 4 0.95 4 0 TWLTL 1 L 729 0.95 767 — — 2 T No 1214 0.95 1277 —/ 1 2 0 T TR Yes 28 0.95 29 — Minor Street:Approach Movement Westbound 789 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration 46 0.95 48 0 0 1 L 5 0 5 0 1 R .95 Approach Movement Lane Config _Delay, NB 1 L Queue Length, and Level of Service SB 4 Westbound 7 v (vph) 4 C(m) (vph) 593 v/c 0.01 95% queue length 0.02 Control Delay 11.1 LOS B Approach Delay Approach LOS 10 L Eastbound 11 12 R 48 216 0.22 0.82 26.4 D 5 663 0.01 0.02 10.5 B GUIDE FOR THE PREPARATION OF TRAFFIC IMPACT STUDIES STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION December 2002 The local or regional traffic model should reflect the most current land use and planned improvements (i.e., where programming or funding is secured). When a general plan build- out model is not available, the closest forecast model year to build-out should be used. If a traffic model is not available, historical growth rates and current trends can be used to project future traffic volumes. The TIS should clearly describe any changes made in the model to accommodate the analysis of a proposed project. V. TRAFFIC IMPACT ANALYSIS METHODOLOGIES a- Typically, the traffic analysis methodologies for the facility types indicated below are used by ns and will be accepted without prior consultation. When a State highway has saturated flows, the use of a micro-simulation model is encouraged for the analysis (please note however, the micro-simulation model must be calibrated and validated for reliable results). Other analysis methods may be accepted, however, consultation between the lead agency, Caltrans and those preparing the TIS is recommended to agree on the data necessary for the analysis. A. Freeway Segments — Highway Capacity Manual (HCM)*, operational analysis B. Weaving Areas - Caltrans Higljwavpesign Manual (HDM) Ramps and Ramp Junctions h HCM*yoperational analysis or Caltrans HDM, Caltrans Ramp — Metering Guidelines (most recenTedition) D. Multi-Lane Highways - HCM*, operational analysis E. Two-lane Highways — HCM*, operational analysis Signalized Intersections8 -{HCM*ffHighway Capacity Software*3?operational analysis, TRAFFIX™**, Synchro'YieeTbotnoteS 0. Unsignalized Intersections - HCM*. operational analysis, Caltrans Traffic Manual for signal warrants if a signal is being considered H. Transit - HCM*. operational analysts 1. Pedestrians - HCM* J. Bicycles - HCM* K. Caltrans Criteria/Warrants - Caltrans Traffic Manual (stop signs, traffic signals, freeway lighting, conventional highway lighting, school crossings) L. Channelization - Caltrans guidelines for Reconstruction of Intersections, August 1985, Ichiro Fukutome *The most current edition of the Highway Capacity Manual, Transportation Research Board. National Research Council, should be used. **NOTE: Caltrans does not officially advocate the use of any special software. However, consistency with the HCM is advocated in most but not all cases. The Caltrans local development review units utilize the software mentioned above. If different software or analytical techniques are used for the TIS then consultation between the lead agency, Caltrans and those preparing the TIS is recommended. Results that are significantly different than those produced with the analytical techniques above should be challenged. 3 The procedures in the Highway Capacity Manual "do not explicitly address operations of closely spaced signalized intersections. Under such conditions, several unique characteristics must be considered, including spill-back potential from the downstream intersection to the upstream intersection, effects of downstream queues on upstream saturation flow rate, and unusual platoon dispersion or compression between intersections. An example of such closely spaced operations is signalized ramp terminals at urban interchanges. Queue interactions between closely spaced intersections may seriously distort llie procedures in" the HCM. AWG SIZE OR CA9LE TYPE HU. 14 CAHU.5/ P/l TABLE CABLE: 14 10 6 TYPE 8 OLC 1 7 S B 8ni A POLE OR CIRCUIT POLE A c D E 3/12 0 'EU JGHTING SIGNAL .OOP [ SERVICE ETECTOH EV - DLC SIC TOTAL CONDUCTORS/CABLE CONI JIT SIZE AND RUN 2' A X" s ^x 'i 1 4 A x1 x" ^? 2 1 fi 22 ^ X" 1-i vf 7 1 1(1 yA x^/ n,l 2£ 4 2 14 rA ^ x- /I 1 6 1 1 IV A x' x-ixxii-*? 2 fa1 1 1 14 3' A x* x" V"l 2 61 1 4 1Ifl ^l~^dt^-LX- ^ 2-s 1 »7 24 3 2t" 1/2- A x- x' x'^x^ x-^^ 1 7 ,1 Ax- x- XX X' x' ^ — 1 4 h 1>4'A x' XX x' x- X.^x^ 1 1 A x- XX X^x^ x"^x V 1=i 1&A xx X x- X" x- 11 2- A x- XX x- x- x- x- ^ 1 4 L / x- x-Xx- !> 1 6 1>2" A x- xX xx ^x^ X ^x 11 2 1&A xx x' ^ix- ^x^ 11 •i 2*4- A x* xx x- x- LX- ^x^ l>1 1 8 1&A x- xx x- x-^^ x- ^ i PHASE DIAGRAM / >"~ fi 4 ;> "^Z" i& £G foLA — ] fLA BCnl_£ ENCMEZBINC CORPORADOH 7807 CONVOY COURT SUITE 200SAN DIEGO. C* 91111 [619) ZSB-j STEADY DEMAND SEDUENCE • SEE SHEET E-2 FOR SERVICE DETAILS. LEGEND = LOCATION - TYPE B DETECTOR LEAD-IN CABLE. — PALOMAR AIRPORT ROAD PLAN NOTES [7] 180 WATT LOW PRESSURE SODIUM LUMINARE MODEL 170 CONTROLLER ASSEMBLY. SEE FOUNDATION DETAILS ON ES-48. [3] EMERGENCY VEHICLE SENSOR '—' EV EQUIPMENT - CONTRACTOR SUPPLIED. [T) PREFORMED LOOPS SEE SHEET E-5 FOR CONTINUATION 3 LOC @ ® © © © © © POLE SCHEDULE STANDARD TYPE 2H~.i-no t9-;-no 1A 1G 7 -BO 26-3- no 1A 13 SMfl 35' 25' - 7tr •10' - - LMA 12' 12- - - 12' - ir PLACEMENTDIMENSIONS An 0' 0' 23' Bn •c 3J 5' ASSHOWN I71 -71 -r 5.5' T 5.5' SIGNAL MOUNTING AND PLACEMENT VEHICLE T SV-I-T sv-i-r TV- t-T SV-2-TA sv-i-r iv-i-r sv-i-r MSTARM I-MAT 1-MAS I-MAT - I -MAS 1-MAT I-MAS - ~ PEDEE SIHNAI SP-1-T - SP-l-l - SP-l-r - SP-l-T IRIAN P P R - ._jS6_ ^ >6 - ^2 - *?. - REMARKS mm m m T ~ INDICATIONS SHALL BE 12'. LIKE NUMBERED LOOPS SHALL SE CONNECTED TO THE SAME DLC. CENTER ALL LOOPS IN LANES. TYPICAL "B" LOOP DETECTOR PLACEMENT THIS PLAN ACCURATE FOR ELECTRICAL WORK ONLY SIGNAL AND LIGHTING LOCATION 3 SIGNAL NO. P47.002 SCALE !*-20'E-E \A cu 1 1 203 EA 15391 1 '\_\] i; 7'( i-H U- ]_\J -5 B, Ok) - ^ f V* .«J L> ^^ /UK. xyu ,«*:. L \L-\J Ur .-I1?—i r ti- -7*7 . V* A /A t^ tt- . •,>•!—' ' VT V^" 1-"-^ ^A^/H-1L LUrrttarT OU-Otf'R/iMp<i/p/-v2. ....... -)r •- p.Kfc'B.L.- i*""— !-°*3 ^* •>-«*> '• 0- •>#>-* "Tit Ir^ (?•«^ - -J^..: ^- Tcjrw-— . ^7-J •'-^36/. ^ ' • ^*^ "£ ^r^/^ - - <^£ r\ LA/ \cilC1 .fltff li -S 5"'E» DM - sej. *4\ o Vc <±' 1.364. no -jflD0..^ilAR, <± J c ,7(o- \l_\J pAfZ- e-4 fCP \ ^ — T.-v - ~a. ti- \co a?.9 Vi ^ 9- _ 4-r- Y\Q t!= r •yd r-S \ap rt«*>?5 Z, \io -5?r- j L'\]-i -5 *$"&• OM - "* 1 -... U- AA-\pB4i<|4-T? '\_\l /UK-OKI -c?$f .i 57C XT? -1-5 ^E> OM-as-T CV^D/PAT-&- / r) • ft 40 -•».»-> \^c r ^ AM ^i VftV- /"IN jl •"*~~\ t; j j n ci:- **. -I - I - ^ -i*'—•z.^-1— 570 - *" rf ?M r