Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutSDP 78-03D; La Costa Towne Center; Site Development Plan (SDP) (5)TRAFFIC IMPACT ANALYSIS For THE LA COSTA TOWNE CENTER Prepared for EXCEL LA COSTA, LLC SUBMITTAL: May 17, 2013 RECEIVED JUL 2 2 2013 CITY OF CARLSBAD PLANNING DIVISION © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 4540 Kearny Villa Road, Suite 106 SanDiego, CA 92123-1573 (858) 560-4911 The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 TRANSPORTATION ANALYSIS TABLE OF CONTENTS Section Page LO 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 NEAR TERM WITH & WITHOUT PROJECT CONDITIONS 6-1 7.0 YEAR 2030 WITH & WITHOUT 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. City Staff Scoping Meeting B. Existing Traffic Counts and Level of Service Worksheets C. Existing Plus Project Synchro Worksheets D. Other Projects Considered E. Near Term With and Without Project Synchro Worksheets F. Year 2030 With and Without Project Synchro Worksheets 002312 ii 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 LIST OF FIGURES Number Page 1 -1 Project Location Map 1-2 1-2 Study Area Boundary / Intersection Key 1-3 3-1 Existing Roadway Classifications 3-3 3-2 Existing Lane Configurations 3-4 3-3 Existing Average Daily Traffic 3-5 3- 4 Existing AM/PM Peak Hour Traffic 3-8 4- 1 Site Plan 4-2 4-2 Project Only 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 Project Peak Hour & Daily Traffic Volumes 6-2 6-2 Near Term Without Project Average Daily Traffic 6-3 6-3 Near Term With Project Average Daily Traffic 6-4 6-4 Near Term Without Project AM / PM Peak Hour Traffic 6-8 6- 5 Near Term With Project AM / PM Peak Hour Traffic 6-9 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 7-7 7-4 Year 2030 With Project AM/PM Peak Hour Traffic 7-8 002312 iii 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17,2013 LIST OF TABLES Number Page 3-1 Existing Street Segment Level of Service Summary 3-6 3- 2 Existing Intersection Levels of Service 3-9 4- 1 Project Trip Generation 4-3 5- 1 Existing Plus Project Street Segment Levels of Service Summary 5-4 5- 2 Existing Plus Project Intersection Levels of Service 5-5 6- 1 Near Term Without Project Street Segment Levels of Service 6-5 6-2 Near Term With Project Street Segment Levels of Service 6-6 6-3 Near Term Without Project Intersection Levels of Service 6-10 6- 4 Near Term With Project Intersection Levels of Service 6-11 7- 1 Year 2030 Without Project Street Segment Level of Service Summary 7-4 7-2 Year 2030 With Project Street Segment Level of Service Summary 7-5 7-3 Year 2030 Without Project Intersection Levels of Service 7-9 7- 4 Year 2030 With Project Intersection Levels of Service 7-10 8- 1 Near Term Without & Near Term With Project Intersection Comparison 8-3 8-2 Year 2030 Without & Year 2030 With Project Intersection Comparison 8-4 002312 iv 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17,2013 1.0 INTRODUCTION Urban Systems Associates, Inc. (USAI) was retained by Excell La Costa, LLC to evaluate possible traffic impacts from the La Costa Towne Center Project in the City of Carlsbad. Figure 1-1 shows the project location. Figure 1-2 shows the project study area intersections and street segments The project consists of renovating existing structures and constructing 60 multi-family dwelling units with retail on the floor below. Refer to Table 4-1 for a complete breakout of building and associated land uses. In order to evaluate possible project traffic impacts. Existing, Existing Plus Project, Plus Other Projects and Year 2030 Conditions were evaluated. Near Term and year 2030 traffic volumes were estimated using the San Diego Area of Govemments (SANDAG) Combined North County Transportation Model, Carlsbad Sub-area, for 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 Near Term With & Without Project Conditions 7.0 Year 2030 With & Without Project Conditions 8.0 Conclusions and Recommendations 002312 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 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 Govemments (SANDAG), stipulate that any development project generating 2,400 or more average daily trips or 200 or more peak hour trips must be evaluated in accordance with requirements of the Regional CMP. However, this project will generate only 791 new average daily trips, 46 AM and 75 PM peak hour trips. Project traffic generation is far below the stated thresholds for both daily and peak traffic therefore, 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 is based upon this standard of performance. 2.3 COMPUTER TRAVEL FORECASTS Computer travel forecasts are typically used for the analysis of Near Term and Long Term Year 2030 conditions. The forecasts are prepared by the City of Carlsbad and SANDAG. The SANDAG Cities/County Combined North County Year 2030 Transportation Forecast prepared in June 2004 was 002312 2-1 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17,2013 used for evaluation of Year 2030 conditions. Appendix A contains the trip generation, distribution, 2030 forecast and study area discussed with City staff as a basis for scoping this study. 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 2012) City of Carlsbad Growth Management Program Traffic Monitoring Report and is used in the City of Carlsbad Growth Management Program. The Near Term cumulative and Long Term 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 in 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. 002312 2-2 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 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. 002312 2-3 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 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 La Costa Avenue, El Camino Realm and Levante Street within the study area. These volumes were taken from recent traffic counts conducted by Transportation Studies, Inc. in August 2012. El Camino Real is classified as a north-south Prime Arterial. El Camino Real north and south of La Costa Avenue is a six-lane Prime Arterial with a raised median. Bike lanes exist on both sides of the roadway and parking is prohibited. The posted speed limit is 55 mph. La Costa Avenue is classified as a 4-lane Major Arterial west of El Camino Real and a 4-lane Secondary Arterial east of El Camino Real. From Saxony Road to El Camino Real, LA Costa Avenuw provides bike lanes on both sides of the roadway and a posted speed limit of 55 mph. From El Camino Real to the Shopping Center Driveway, La Costa Avenue provides a bike lane on the north side of the roadway and a bike route on the south side. The posted speed limit on this segment is 35 mph. La Costa Avenue east of 002312 2>-\ 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 the Shopping Center Driveway maintains the bike lane in the north side of the roadway. A road diet was implemented reducing the roadway cross section to one through lane westbound from Levante Street to Fairway Lane. The posted speed limit is 40 mph. Levante Street is not a Circulation Element roadway, however, functions as a Collector. Levante Street primarily serves the residential community and has a posted speed limit of 35 mph. 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 La Costa Avenue, El Camino Real, and Levante Street currently operate acceptably. 002312 3-2 002312-ReportC The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17, 2013 CD Signalized s cu Signalized © 1 o Signalized La Costa Ave. Costa Del Mar © 1 o La Costa, Ave. •8 a; ^ o to ^ r Saxony Road at La Costa Avenue Costa Del Mar at El Camino Real La Costa Avenue at El Camino Real (4) g Signalized Signalized © Signalized ( Shopping Ctr. 1 La Costa Ave. 8 cu a; > r La Costa. Toxvne Ctr. Levante Street o ^^^^ s Shopping Center Driveway at La Costa Avenue La Costa Towne Center at El Camino Real Levante Street at El Camino Real FIGURE 3-2 Existing Lane Configurations NO SCALE 002312 3-4 0023I2-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Lnc. May 17,2013 TABLE 3-1 Existing Street Segment Level of Service Summary AM Peak Hour PM Peak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS La Costa Avenue Saxony Road to El Camino Real EB 3 5,400 1,282 0.24 A 1,645 0.30 A WB 3 5,400 1.443 0.27 A 1,377 0.26 A El Camino Real to Shopping Center Drwy. EB 2 3,600 409 O.H A 970 0.27 A WB 2 3,600 858 0.24 A 673 0.19 A Shopping Center Drwy. to Viejo Castilla Way EB 2 3,600 345 0.10 A 930 0.26 A WB 2 3,600 829 0.23 A 565 0.16 A EI Camino Real Costa Del Mar to La Costa Ave. NB 3 5,400 1,882 0.35 A 2,302 0.43 A SB 3 5,400 1,970 0.36 A 2,119 0.39 A La Costa Ave. to La Costa Towne Center NB 3 5,400 960 0.18 A 1,405 0.26 A SB 3 5,400 1,449 0.27 A 1,698 0.31 A La Costa Towne Center to Levante Street NB 3 5,400 927 0.17 A 1,557 0.29 A SB 3 5,400 1,429 0.26 A 1,401 0.26 A Levante Street El Camino Real to Falda Place EB 2 3,600 81 0.02 A 308 0.09 A WB 2 3,600 269 0.07 A 182 0.05 A Legend: D = Direction PHV = Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over l.OC F 002312 3-6 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Lnc. Excel La Costa, LLC May 17, 2013 3.2 INTERSECTIONS Figure 3-4 shows existing AM and PM peak hour traffic volumes at the study area intersections. The volumes at El Camino Real / La Costa Avenue and El Camino Real / Levante Street were taken from the City of Carlsbad Year 2011 Traffic Monitoring Program. The four remaining intersection volumes were taken from recent counts conducted by Transportation Studies, Inc. in August 2012. 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. Appendix B includes existing conditions traffic counts and levels of service worksheets. 002312 3-7 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17, 2013 1219/1522 102/65 Signalized 1326/1276 117/101 La Costa Ave. 1 f to CO LO CM — T- o '— CO CO CD Aug-12 La Costa Ave. / Saxony Road o o o CM CO <N CN ^ cn cn T- ID Signalized 20/83 44/119 Costa Del Mar tr CO 00 r- T— V- CM ~~ cn CO r-J LO T- Aug-12 El Camino Real / Costa Del Mar o r-00 CN cn O T- C35 cn ^ CM CN ^ m <y> o 1- r-- t- 1- m 763/836 269/604 299/321 Signalized 208/185 532/381 118/107 La Costa Ave. CD CM 0> CD CM O ^ O ^ CM Csl CS) CN 1- Aug-11 La Costa Ave. / El Camino Real 00 CD CN •<- CD CN ^ CN O in r- T- 39/59 290/771 70/80 Signalized 82/83 719/462 28/20 La Costa Ave. ® o CD CO O T- CO Mr CN O |-~-1^ CM CO lO O 0^1 •<- to Aug-12 La Costa Ave. / Shopping Center Drwy. Signalized ^ 2/5 20/41 La Costa Towne Cntr. CN CO LO 1- |-~ O ^ IO CO o ^ CO ^ •<1- CO CN CO T- in tr CD CO C-J in ' T— o CJ) Aug-t2 El Camino Real / La Costa Towne Center 18/31 2/4 5/7 Signalized 126/95 3/0 140/87 Levante Street ltr o cn h-CM 1- ^ T- 1- h~ O CN CO CO Aug-11 El Camino Real / Levante Street FIGURE 3-4 Existing AM / PM Peak Hour Traffic 002312 3-8 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17, 2013 TABLE 3-2 Existing Intersection Levels of Service Number Intersection Controi AM Peak Hour PMPeak Hour Number Intersection Controi ICU LOS ICU LOS 1 La Costa Ave. / Sajaany Road Signali2ed 0.57 B 0.63 B 2 El Camino Real / Costa Del Mar Signalized 0.63 B 0.65 C 3 La Costa Ave. / El Camino Real Signalized 0.78 C 0.85 D 4 La Costa Ave. / Shopping Center Drwy. Signalized 0.51 A 0.59 B 5 El Camino Real / La Costa Towne Center Signalized 0.37 A 0.40 A 6 El Camino Real / Levante Street Signalized 0.42 A 0.52 A Notes: ICU = Intersection Capacity Utilization LOS = Level of Service 002312 3-9 002312-ReportC The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 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 La Costa Towne Center Project. As shown in this table, the expected new average daily traffic (ADT) volume is 791 ADT, with 46 vehicles per hour in the AM peak hour (16 VPH inbound, 30 VPH outbound) and 75 vehicles per hour in the PM peak hour (44 VPH inbound, 31 VPH outbound). The existing uses are shown in the top portion of Table 4-1. For the purposes of this study, based on consultation with City staff only the net new trips were used for this analysis. 4.2 PROJECT TRIP DISTRIBUTION Figure 4-2 shows project only directional distribution percentages of project traffic onto the adjacent roadway system. These percentages are based on the patterns of traffic using the adjacent intersections, and were adjusted based on engineering judgment by City staff. 002312 4-1 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Lnc. May 17, 2013 La Costa Town Center - CarLsbad, CA. E.XC:KL I.A «KTA t.Lc: FIGURE 4-1 Site Plan 002312 4-2 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17,2013 TABLE 4-1 Project Trip Generation Existing Uses Use Amount Trip ADT AM Peak Hour PMPeak Hour Use Amount Trip ADT %*| # |ln| :|0ut| In | Out %*| # {hi :|0ut| Ll 1 Out Retail (7710 Bldg) -1 story 31,070 SF 120 /KSF 3,728 4% 149 6 : 4 89 60 10% 373 5 : 5 186 186 Retail (7720 Bldg) - 1st floor 20,813 SF 120 /KSF 2,498 4% 100 6 : 4 60 40 10% 250 5 : 5 125 125 OfBce (7720 Bldg) - 2nd floor 9,405 SF 120 /KSF 1,129 4% 45 6 : 4 27 18 10% 113 5 : 5 56 56 Retail (7740 Bldg) - Istory 15,020 SF 120 /KSF 1,802 4% 72 6 : 4 43 29 10% 180 5 : 5 90 90 Retail (7750 Bldg)-Ist floor 21,737 SF 120 /KSF 2,608 4% 104 6 : 4 63 42 10% 261 5 : 5 130 130 (Mice (7750 Bldg) - 2nd floor 10,563 SF 120 /KSF 1,268 4% 51 6 : 4 30 20 10% 127 5 : 5 63 63 Retail (7760 Bldg) -1 story 4,854 SF 120 /KSF 582 4% 23 6 : 4 14 9 10% 58 5 : 5 29 29 Retail (7770 Bldg)-1st floor 5,312 SF 120 /KSF 637 4% 25 6 : 4 15 10 10% 64 5 : 5 32 32 Office (7770 Bldg) - 2nd floor 5,312 SF 120 /KSF 637 4% 25 6 : 4 15 10 10% 64 5 : 5 32 32 TOTAL 14,890 596 357 238 1,489 745 745 Note: The proposed project is demolishing the 7710 Bldg (31,070 SF), Existing & Proposed Proiect lie Amount Trip ADT AM Peak Hour PMPeak Hour lie Amount Trip ADT %*| # |ln|:{out| ta j Out %*| # |ln|:|0ut| In 1 Out Retail (7710 Bldg)-1st floor 40,000 SF 120 /KSF 4,800 4% 192 6 : 4 115 77 10% 480 5 : 5 240 240 Multi-Family Residential (7710 Bldg) - 2nd floor 48 DU 6 /DU 288 8% 23 2 : 8 5 18 9% 26 7 : 3 18 8 Retail (7714 Bldg) - 1st floor 9,200 SF 120 /KSF 1,104 4% 44 6 : 4 26 IS 10% no 5 : 5 55 55 Multi-Fanily Residential (7714 Bldg) 2nd floor 12 DU 6 /DU 72 8% 6 2 : 8 1 5 9% 6 7 : 3 5 2 Retail (7720 Bldg) - Ist floor 20,813 SF 120 /KSF 2,498 4% 100 6 ; 4 60 40 10% 250 5 : 5 125 125 Office (7720 Bldg) - 2nd floor 9.405 SF 120 /KSF 1,129 4% 45 6 : 4 27 18 10% 113 5 : 5 56 56 Retail (7750 Bldg)-1st floor 21,737 SF 120 /KSF 2,608 4% 104 6 : 4 63 42 10% 261 5 : 5 130 130 Oflice (7750 Bldg) - 2nd floor 10.563 SF 120 /KSF 1.268 4% 51 6 : 4 30 20 10% 127 5 : 5 63 63 Retail (7760 Bldg) -1 story 5,338 SF 120 /KSF 641 4% 26 6 : 4 15 10 10% 64 5 : 5 32 32 Retail (7770 Bldg) - Ist floor 5,312 SF 120 /KSF 637 4% 25 6 : 4 15 10 10% 64 5 : 5 32 32 Office (7770 Bldg) - 2nd floor 5,312 SF 120 /KSF 637 4% 25 6 : 4 15 10 10% 64 5 ; 5 32 32 TOTAL 15,682 642 373 268 1,565 789 776 Note: The proposed project is demolishing the 7740 Bldg (15,020 SF), NET NEW TRIPS Condition ADT AM Peak Hour PMPeak Hour Condition ADT IN 1 our IN 1 our Existing & Proposed Project 15,682 373 268 789 776 Existing Uses 14,890 357 238 745 745 NET NEW TRIPS 791 16 30 44 31 Notes: ' = Source: SANDAG's (Not So) Brief Guide of Vehicular Traffic Generation Rates, April 2002, DU-Dwelling Unit SF = Squaie Fool KSF - Thousand Square Feet 002312 4-3 002312-ReportC The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17,2013 Figure 4-3 shows project only weekday average daily traffic volumes. These volumes are used in the analysis of Near Term and Long Term With Project Conditions evaluated in this report. Figure 4-4 shows project only AM and PM peak hour traffic volumes within the study area. These volumes are used for subsequent with project conditions evaluations in this report. 002312 4-5 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Lnc. May 17,2013 © 1 5/6 ^1/1 La Costa Ave. © CO CO I ^ 0/1 © I-~ CN CN •<- R .t_ 1 /1 3/3 La Costa Ave. 3/8 ^ La Cost Saxon r o a Ave. / y Road Costa Del Mar El Camino De tr Real / Costa 1 Mar 1 12 2/7 La Costa Camin j w S CO T- Ave. / El o Real © Shopping Center Dr ^ 5/13 La Costa Ave. © CO 1 in 1 V Eg ^ 9/9 La Costa Towne Cntr. © CM CD CNI ^ ^ « CN CD CN 'I }\V % Levante Street 2/2 _^ 2/4 —^ La CosI Shoppin DP 1 r m 00 in CO a Ave. / g Center «y. El Camin Costa To> tr cn CO CN o Real / La /vne Center 1 12 _^ El Camir Levant t cn CO IO Real/ e Street FIGURE 4-4 Project Only AM / PM Peak Hour Traffic 002312 4-7 002312-ReportC The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 5.0 EXISTING PLUS PROJECT CONDITIONS 5.1 STREET SEGMENTS Figure 5-1 shows project only average daily traffic volumes added to existing volumes for the project study area street segments. 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 are expected to operate acceptably at LOS "D" or better, with project traffic added. Therefore, project direct impacts to street segments within the study area for this condition are considered to be less than significant. No changes (improvements) to roadway segments are necessary based upon this analysis. 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. 002312 5-1 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17, 2013 © . «*5 ;^ a; i Co SignaUzed 1331 /1282 ^ 118/102 La Costa Ave. ©. . — o s o « CM H5 cn .5 CM ~- 5 cn cn 1 -in ^ R ^ Signalized 20/83 ^ 44/120 Costa Del Mar © . - CO CN — ,5; o — o ^ cn CO a ^ ^ ^ .s •^r CO o g CN O CN £ 1^ - - G JR ' Signalized 209/186 535/384 ^ 118/107 La Costa Ave. 1222/1530 ^ 102/65 —^ La Cosi Saxon \ r in Tj-in CN o ^ CO CO CD ta Ave. / y Road El Camit Costa [ tr in cn T- CN ~~ o oo CO in T- h- IO Real/ )el Mar 763/836 _^ 270/606 «^ 301 /328 —^ La Coste Camii Mr cn CD 00 CJ) CD CN O ^ ^ — Cvl CO ^ CN cvl CO CN CN h- 1 Ave. / El io Real © CO CD CN CD CN ^ ^ CN o m T- T- JR Signalized ^ 82/83 719/462 ^ 33/33 La Costa Ave. © o . ^-—^ CD B ?s 1 R * Signalized 2/5 ^ 29/50 Costa Towne Cntr. ® . - —^ CO « in «j •>- cn Oi CN ^ in o to CD a ^ CO ^ S CD CO g co-m JR ^ Signalized 127/97 3/0 ^ 140/87 Levante Street 39/59 _^ 292/773 ^ 72/84 —^ La Cos Shoppir Dr 2 ltr ,e (J f~- o m a, r- CM -vT c ~- ~~ ~~ s CJJ m 00 a Cvl T- :a Ave. / ig Center wy. El Camine Costa Tow tr in in Cvj m — CJ) CO .— cn 1 Real / La ne Center 19/33 2/4 ^ 5/7 —V El Cami Levant Mr O 00 CN CN ^ — ^ — ^ CO CN 00 00 no Real/ te Street FIGURE 5-2 Existing + Project AM / PM Peak Hour Traffic 002312 5-3 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17, 2013 TABLE 5-1 Existing + Project Street Segment Level of Service Summary AM Peak Hour PM Peak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS ; !1;' ^ i; a:.;: :!ti SiSStS ,5]V;s{!'Iii iSiSiIsi La Costa Avenue Saxony Road to El Camino Real EB 3 5,400 1,285 0.24 A 1,654 0.31 A WB 3 5,400 1,449 0.27 A 1,384 0.26 A El Camino Real to Shopping Center Drwy. EB 2 3,600 412 0.11 A 975 0.27 A WB 2 3,600 862 0.24 A 677 0.19 A Shopping Center Drwy. to Viejo Castilla Way EB 2 3,600 355 0.10 A 940 0.26 A WB 2 3,600 834 0.23 A 578 0.16 A El Camino Real Costa Del Mar to La Costa Ave. NB 3 5,400 1,888 0.35 A 2,309 0.43 A SB 3 5,400 1,973 0.37 A 2,128 0.39 A La Costa Ave. to La Costa Towne Center NB 3 5,400 968 0.18 A 1,413 0.26 A SB 3 5,400 1,453 0.27 A 1,712 0.32 A La Costa Towne Center to Levante Street NB 3 5,400 932 0.17 A 1,570 0.29 A SB 3 5,400 1,438 0.27 A 1,410 0.26 A Levante Street El Camino Real to Falda Place EB 2 3,600 83 0.02 A 310 0.09 A WB 2 3,600 270 0.08 A 184 0,05 A Legend: D = Direction PHV = Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 002312 5-4 002312-Report_C The La Costa Towne Center Excel La Costa, LLC > Urban Systems Associates, Inc. May 17, 2013 TABLE 5-2 Existing + Project Intersection Levels of Service Number Intersection Control AM Peak Hour PMPeak Hour Number Intersection Control ICU LOS ICU LOS 1 La Costa Ave. / Saxony Road Signalized 0.57 B 0.63 B 2 EI Camino Real / Costa Del Mar Signalized 0.63 B 0.65 C 3 La Costa Ave. / El Camino Real Signalized 0.78 C 0.85 D 4 La Costa Ave. / Shopping Center Drwy. Signali2ed 0.51 A 0.60 B 5 El Camino Real / La Costa Towne Center Signalized 0.37 A 0.40 A 6 El Camino Real / Levante Street Signalized 0.42 A 0.52 A Notes: ICU = Intersection Capacity LTtilization LOS = Level of Service 002312 5-5 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Lnc. Excel La Costa, LLC May 17, 2013 As shown in this table, all intersections operate at acceptable (LOS "D" or better) levels of service when project traffic is added. Therefore, intersection mitigation will be needed to accommodate project traffic. Appendix C includes Existing Plus Project intersection levels of service worksheets. 002312 5-6 002312-ReportC The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 6.0 NEAR TERM WITH AND WITHOUT PROJECT 6.1 STREET SEGMENTS Other projects as shown and listed in Appendix D were considered for this evaluation. Ofthe seventeen projects considered, one La Costa Towne Square is the only project which contributed traffic to the street segments and intersections within the study area for this project. Figure 6-1 summarizes the other project daily and intersection AM / PM peak traffic that was included in this analysis and as discussed in the following sections of this report. Other approved and pending projects considered for this analysis are included in Appendix D. 6.2 STREET SEGMENTS Figure 6-2 shows near term cumulative average daily traffic volumes, without project traffic. Figure 6-3 shows near term cumulative average daily traffic volumes, with project traffic. Tables 6-1 and 6-2 summarizes street segment levels of service using the peak hour flow per lane on each segment between intersections for both the without and with project conditions. As shown in these tables, all segments evaluated for the Near-Term are expected to operate acceptably at LOS "A". LOS "D" or better is acceptable when project traffic is included. Project direct impacts to street segments for this condition are considered less than significant because a better than LOS "D" is maintained both without and with the project, therefore no roadway segment mitigation is needed. 002312 6-1 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17, 2013 Table 6-1 Near Term Without Project Street Segment Levels of Service AM Peak Hour PM Peak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS La Costa Avenue Saxony Road to El Camino Real EB 3 5,400 1,325 0.25 A 1,722 0.32 A WB 3 5,400 1,472 0.27 A 1,455 0.27 A El Camino Real to Shop ping Center Drwy. EB 2 3,600 481 0.13 A 1,098 0.31 A WB 2 3,600 906 0.25 A 803 0.22 A Shopping Center Drwy. to Viejo Castilla Way EB 2 3,600 417 0.12 A 1,058 0.29 A WB 2 3,600 877 0.24 A 695 0.19 A El Camino Real Costa Del Mar to La Costa Ave, NB 3 5,400 1,901 0.35 A 2,354 0.44 A SB 3 5,400 1,999 0.37 A 2,170 0.40 A La Costa Ave. to La Costa Towne Center NB 3 5,400 960 0.18 A 1,405 0.26 A SB 3 5,400 1,499 0.28 A 1,698 0.31 A La Costa Towne Center to Levante Street NB 3 5,400 927 0.17 A 1,557 0.29 A SB 3 5,400 1,429 0.26 A 1,401 0.26 A Levante Street El Camino Real to Falda Place EB 2 3,600 81 0.02 A 308 0.09 A WB 2 3,600 269 0.07 A 182 0.05 A Legend: D = Direction PHV = Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 002312 6-5 002312-ReportC The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17,2013 Table 6-2 Near Term + Project Street Segment Levels of Service AM Peak Hour PM Peak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS La Costa Avenue Saxony Road to El Camino Real EB WB 3 3 5,400 5,400 1,328 1,478 0,25 0.27 A A 1,731 1,462 0.32 0.27 A A La Costa Avenue El Camino Real to Shopping Center Drwy. EB WB 2 2 3,600 3,600 484 910 0.13 0.25 A A 1,103 807 0.31 0.22 A A La Costa Avenue Shopping Center Drwy. to Viejo Castilla Way EB WB 2 2 3,600 3,600 427 882 0,12 0.25 A A 1,068 708 0.30 0.20 A A El Camino Real Costa Del Mar to La Costa Ave, NB SB 3 3 5,400 5,400 1,907 2,002 0.35 0.37 A A 2,361 2,179 0.44 0.40 A A El Camino Real La Costa Ave, to La Costa Towne Center NB SB 3 3 5,400 5,400 968 1,453 0.18 0,27 A A 1,413 1,712 0.26 0.32 A A El Camino Real La Costa Towne Center to Levante Street NB SB 3 3 5,400 5,400 932 1,438 0.17 0.27 A A 1,570 1,410 0.29 0.26 A A Levante Street El Camino Real to Falda Place EB WB 2 2 3,600 3,600 83 270 0.02 0.08 A A 310 184 0.09 0.05 A A Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour V/C LOS Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 0,00-0.60 A Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 0.61-0,70 B Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 0,71-0.80 C Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 0,81-0,90 D Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour 0.91-1.00 E Legend: D = Direction PHV= Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour Over 1,00 F 002312 6-6 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17,2013 Figure 6-4 shows AM and PM peak hour traffic volumes for Near Term Without Project condition. Figure 6-5 shows Near Term With Project AM / PM peak hour traffic volumes. Table 6-3 and 6-4 summarize intersection levels of service for the near term cumulative conditions without and with project trips in the AM and PM peak hour volumes at intersections within the study area. As shown in these tables, all study area intersections are expected to operate at levels of service better than LOS "D" when LOS "D" or better is acceptable. Therefore no intersection mitigation is needed . Appendix E includes intersection levels of service worksheets for the Near Term With and Without Project conditions. 002312 6-7 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17, 2013 © , 5) OS C i Signalized 1355/1354 ^ 117/101 La Costa Ave. ©^ ~ Cvl «! ^ r~- o m <N .c m ^ 2 CJ) cn 5 — m R ^ Signalized 20/83 ^ 44/119 Costa Del Mar © o . CO CN O ^ o — m OS cn ^ CO o CM -- .e •f CO 00 S CN O S r- — — o JR ^ Signalized 227/237 561 /459 ^ 118/107 La Costa Ave. 1262/1599 ^ 102/65 La CosI Saxon 1 r LD CO m CN o ^ CO CO CD ta Ave. / y Road El Camii Costa [ tr o •>«• — CN — CN ^ cn CN CN — 10 Real / )el Mar 763/836 312/681 _^ 299/321 —^ La Coste Camii Mr CD CN l-~-rf cn (D CN O O ^ CN CN cn CM — 1 Ave. / El 10 Real © OO CD CN — CD Cvl •q- ^ ^ CN o m JR Signalized 82/83 767/592 ^ 28/20 La Costa Ave. © . CD CO OS 1 IK ' Signalized 2/5 20/41 Costa Towne Cntr. © . ^- CM ^ CO ^ m as — t- c o ^ m S coo-^ •§ ^ CO ^ g •".r CO CM r'S CO — m ^ JR ' Signalized 126/95 3/0 ^ 140/87 Levante Street 39/59 _^ 362/899 70/80 ^ La Cos Shoppin Dr 1 Mr O CN o 64 CM CO C ~~ ~~ 5. m o 5: CM — << a Ave. / g Center wy. El Camine Costa Tow tr CD — CO CN m ~~ o cn Real / La ne Center 18/31 _> 2/4 _^ 5/7 —V El Cami Levant Mr O O) 1^ CM — -"l---•<«• — TJ- •< — ^ 1^ O CN CO CO no Real/ e Street FIGURE 6-4 Near Term Without Project AM / PM Peak Hour Traffic 002312 6-8 002312-ReportC The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17,2013 Saxony Road Signalized 1360/1360 ^ 118/102 La Costa Ave. m § ^ g OOCvl .| m ^ 5 cn cn ,o — m o R ' Signalized 20/83 ^ 44/120 Costa Del Mar oo CN CN IV o — m ^ cn ^ oo g CO cn 5 CM O •"3- .« r~. — — U JR ' Signalized 228/238 564/462 118/107 La Costa Ave. 1265/1607 ^ 102/65 —V La Costa Ave. 1 r m m CN o ^ oo oo CD / Saxony Road El Camino Rea tr CD lO •"d- — CM — CN ^ ~- O t-~- CO t-~ — — 1 / Costa Del Mar 763/836 313/683 ^ 301 /328 -V La Costa Ave. / Mr cn CD oo cn CD CM o ^ -~ — CN CO ^ CN CN CO CM CN B Camino Real © OO CD CN — CD CN T— T— TJ- ^ ^ CM O LO — — JR Signalized 82/83 767/592 ^ 33/33 La Costa Ave. © = . ^ CD § CO o Cvl 5 — 00 R ^ Signalized ^ 2/5 ^ 29/50 La Costa Towne Cntr. © » , ^— CO § m cS 7. CM ~- m g 00 CD - 'I CD oo TT oo — m ^ JR ' Signalized 127/97 3/0 ^ 140/87 Levante Street 39/59 _^ 364/901 72/84 —^ La Costa Ave. /. Dr 1 Mr i: i-~ o m ,B r- CN O ^ ^ ^ s« CJ) m CO -S CM — 1 Shopping Center wy. El Camino Real Ce tr m m CN m CD ~~~~ T— CO T— cn / La Costa Towne nter 19/33 _^ 2/4 5/7 B Camino Real Mr O 00 i-~-CM CM ^ Tl- — TJ- — ^ •< 00 CN oo oo / Levante Street FIGURE 6-5 Near Term With Project AM / PM Peak Hour Traffic 002312 6-9 002312-ReportC The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17,2013 TABLE 6-3 Near Term Without Project Intersection Levels of Service Number Intersection Control AM Peali Hour PMPeak Hour Number Intersection Control Delay LOS Delay LOS 1 La Costa Ave. / Sajmny Road Signalized 8.2 A 11.4 B 2 El Camino Real / Costa Del Mar Signali2Ed 7.2 A 9.2 A 3 La Costa Ave. / El Camino Real Signalized 43.9 D 50.6 D 4 La Costa Ave. / Shopping Center Drwy. Signalized 16.9 B 20.4 C 5 El Camino Real / La Costa Towne Center Signalized 1.8 A 3.2 A 6 El Camino Real / Levante Street Signalized 27.7 C 23.6 C Notes: LOS = Level of Service 002312 6-10 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Lnc. May 17, 2013 TABLE 6-4 Near Term With Project Intersection Levels of Service Number Intersection Control AM Peak Hour PMPeak Hour Number Intersection Control Delay LOS Delay LOS 1 La Costa Ave. / Saxony Road Signalized 8.2 A 11.5 B 2 El Camino Real / Costa Del Mar Signalized 9.3 A 12.5 B 3 La Costa Ave. / El Camino Real Signalized 47.2 D 51.9 D 4 La Costa Ave. / Shopping Center Drwy. Signalized 17.3 B 24.9 C 5 El Camino Real / La Costa Towne Center Signalized 2.4 A 8 A 6 El Camino Real / Levante Street Signalized 28.1 C 24.2 C Notes: LOS = Level of Service 002312 6-11 002312-ReportC The La Costa Towne Center © Urban Systems Associates, Lnc. Excel La Costa, LLC May 17, 2013 7.0 YEAR 2030 WITH & WITHOUT 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. Tables 7-1 and 7-2 summarize street segment levels of service using the peak hour flow per lane on each segment between intersections for the without and with project conditions respectively. As shown in these tables, all segments evaluated will operate acceptably at LOS BA., when LOS £>» or better is acceptable with project traffic included. Project impacts to street segments for this condition are considered less than significant because a better than LOS "D" is maintained therefore no roadway segment mitigation is needed. 002312 7-1 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17, 2013 TABLE 7-1 Year 2030 Without Project Street Segment Level of Service Summary AM Peak Hour PMPeak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS La Costa Avenue Saxony Road to El Camino Real EB 3 5,400 1,366 0.25 A 1,775 0.33 A WB 3 5,400 1,513 0.28 A 1,496 0.28 A El Camino Real to Shopping Center Drwy. EB 2 3,600 1,099 0.31 A 1,729 0.48 A WB 2 3,600 967 0.27 A 858 0.24 A Shopping Center Drwy. to Viejo Castilla Way EB 2 3,600 532 0.15 A 1,186 0.33 A WB 2 3,600 923 0.26 A 730 0.20 A El Camino Real Costa Del Mar to La Costa Ave. NB 3 5,400 1,990 0.37 A 2,466 0.46 A SB 3 5,400 2,094 0.39 A 2,274 0.42 A La Costa Ave. to La Costa Towne Center NB 3 5,400 1,002 0,19 A 1,469 0.27 A SB 3 5,400 1,858 0.34 A 2,179 0.40 A La Costa Towne Center to Levante Street NB 3 5,400 1,184 0.22 A 1,991 0.37 A SB 3 5,400 1,823 0.34 A 1,787 0.33 A Levante Street El Camino Real to Falda Place EB 2 3,600 87 0.02 A 333 0.09 A WB 2 3,600 342 0.10 A 232 0.06 A Legend: D = Direction PHV = Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (1) = Based on 1,800 vehicles per lane per hour V/C LOS 0.00-0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 002312 7-4 002312-ReportC The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17. 2013 TABLE 7-2 Year 2030 With Project Street Segment Level of Service Summary AM Peak Hour PM Peak Hour Road Segment D Lanes Capacity PHV V/C (1) LOS PHV V/C (1) LOS La Costa Avenue Saxony Road to El Camino Real EB 3 5,400 1,369 0.25 A 1,784 0.33 A WB 3 5,400 1,519 0.28 A 1,503 0.28 A El Camino Real to Shopping Center Drwy. EB 2 3,600 513 0.14 A 1,169 0,32 A WB 2 3,600 971 0.27 A 862 0,24 A Shopping Center Drwy. to Viejo Castilla Way EB 2 3,600 459 0,13 A 1,149 0,32 A WB 2 3,600 928 0.26 A 743 0.21 A El Camino Real Costa Del Mar to La Costa Ave. NB 3 5,400 1,996 0,37 A 2,473 0.46 A SB 3 5,400 2,097 0,39 A 2,283 0.42 A La Costa Ave, to La Costa Towne Center NB 3 5,400 1,010 0,19 A 1,477 0.27 A SB 3 5,400 1,862 0,34 A 2,193 0.41 A La Costa Towne Center to Levante Street NB 3 5,400 1,189 0,22 A 2,004 0.37 A SB 3 5,400 1,832 0,34 A 1,796 0.33 A Levante Street El Camino Real to Falda Place EB 2 3,600 89 0,02 A 335 0.09 A WB 2 3,600 343 0,10 A 234 0.07 A Legend: D = Direction PHV = Peak Hour Volume V/C = Volume divided by Capacity LOS = Level of Service (I) = Based on 1,800 vehicles per lane per hour V/C LOS 0.00-0.60 A 0.61-0,70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Over 1.00 F 002312 7-5 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17. 2013 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 recently approved Carlsbad Projects. Figure 7-4 shows project AM and PM peak hour volumes included in Year 2030 peak hour volumes at study area intersections. Tables 7-3 and 7-4 summarize intersection levels of service without and with project Year 2030 traffic included in the AM and PM peak hour volumes at intersections within the study area. Appendix F includes Year 2030 intersection levels of service worksheets for the without and with project conditions. 002312 7-6 002312-ReportjC The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17,2013 ® Signalized 1,396 / 1,395 ^ 117 / 101 La Costa Ave. Cvl — OM OO CJ) in o CvT Signalized .t_ 21 / 87 ^ 46 / 125 Cosla Del Mar t^ CO CO CO - <J) t- CN to in „ S Signalized .t_ 238 / 248 578 / 473 151 / 137 La Cosla Ave. 1,301 / 1,648 102 / 65 —^ La Costa Ave./ 1 1 f — If) CO CD Saxony Road El Camino Rea 1 tr •5 <N Tf a m 't ^ Cvl S3 ^ ^ £ cn °°. ^ 1 / Costa Del Mar 799 / 876 _^ 331 / 722 _^ 384 / 413 —^ La Costa Ave./ 1 ltr •5 Th ^ (3 CM ^-l-- CO CM inj;^ Cvl r-- El Camino Real ® 2 ^ ? ? 2 ^ Signalized ^ 82 1 83 813 / 627 ^ 28 1 20 La Costa Ave. m Signalized X_ 3 1 6 ^ 28 1 55 La Cosla Towne Cntr. r--. o) <D cn CD m cD_ m Signalized ^ 161 / 122 .^3/0 ^ 178 / 110 Levante Streel 39 / 59 _j. 390 / 968 ^ 70 / 80 La Costa Ave. / Shop f ltr k. ,SJ 5 O O («J t-- Cvl Tt 1 CO ,o — CN — ping Center Drwy. El Camino Real Ct 1 tr .5 o o cn CN ^ — S3 1^ CD 1^ / La Costa Towne nter 23 / 40 2 / 4 _^ 6 / 9 ^ El Camino Real/ 1 ltr -S 1 ° m'^ S3 CM Tt OM O) — — CN Levante Street FIGURE 7-3 Year 2030 Without Project AM / PM Peak Hour Traffic 002312 7-7 002312-Report_C The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Lnc. May 17, 2013 Saxonv Road Signalized 1401 /1401 ^ 118/102 La Costa Ave. UJ e -1 u) ^ s o CJ) .e Cvl UJ ^ R ' Signalized 21 /87 ^ 46/126 Costa Del Mar ^-—CO « CD CD 00 £ 00 — r- ^ O) 00 1 ^ UJ ^ 'S CD CM 00 S Tt OO UJ ,e h- — — u JR ' Signalized 239/249 581 /476 ^ 151/137 La Costa Ave. 1304/1656 102/65 La Costa Ave. \ r 1^ CO LO CN 00 UJ CD / Saxony Road El Camino Rea tr 00 LO UJ — CO — CM ^ ^ O CD CO CD — CO 1 / Costa Del Mar 799/876 _^ 332/724 ^ 386/420 —^ La Costa Ave. / Mr l~~ 00 CN UJ Tt CN — ^ ^ — CO O ^ CN CO t- CN LO r-- B Camino Real ® ^ oo Q r- — ^ — CD oo -^^ a CO o oo 6, — — -"J- S JR 1 Signalized 82/83 813/627 ^ 33/33 La Costa Ave. ® - V_/ CN a — 5> ^ -5 a)Oi 1 — oo R Signalized ^ 3/6 ^ 37/64 La Costa Towne Cntr. ® - ^ ^ CO e — CN O CN ^ t-- .S OO - g ^ CJ) ^ a CD CD 00 0 CO — U) f.. JR Signalized ^ 162/124 3/0 ^ 178/110 Levante Street 39/59 _^ 392/970 72/84 La Costa Ave./i Dn itr CN O CO OO CM — LO cn oo — Shopping Center «y. El Camino Real Ce tr CJ) UJ CN O) O) O 1^ / La Costa Towne nter 24/42 _^ 2/4 6/9 —^ El Camino Real Mr o cn cn CN — U) ^ oo — •> T O) U) CN CN / Levante Street FIGURE 7-4 Year 2030 With Project AM / PM Peak Hour Traffic 002312 7-8 002312-ReportC The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17, 2013 TABLE 7-3 Year 2030 Without Project Intersection Levels of Service Number Intersection Control AM Peak Hour PMPeak Hour Number Intersection Control Delay LOS Delay LOS 1 La Costa Ave. / Sawny Road Signalized 8.3 A 12.2 B 2 El Camino Real / Costa Del Mar Signalized 6.9 A 13.9 B 3 La Costa Ave. / El Camino Real Signalized 48.4 D 50.5 D 4 La Costa Ave. / Shopping Center Drwy. Signalized 15.9 B 20.0 B 5 El Camino Real / La Costa Towne Center Signalized 4.1 A 3.4 A 6 El Camino Real / I.evante Street Signalized 19.5 B 23.7 C Notes: LOS = Level of Service 002312 7-9 002312-ReportjC The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Inc. May 17,2013 TABLE 7-4 Year 2030 With Project Intersection Levels of Service Number Intersection Control AM Peak Hour PMPeak Hour Number Intersection Control Delay LOS Delay LOS 1 La Costa Ave. / Sarony Road Signalized 8.3 A 12.4 B 2 El Camino Real / Costa Del Mar Signalized 7.6 A 14 B 3 La Costa Ave. / El Camino Real Signalized 51.9 D 54.2 D 4 La Costa Ave. / Shopping Center Drwy. Signalized 16 B 23 C 5 El Camino Real / La Costa Towne Center Signalized 5.2 A 8.2 A 6 El Camino Real / Levante Street Signalized 19.5 B 31.5 C Notes: LOS = Level of Service 002312 7-10 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 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 2013. 002312 8-1 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 8.3 NEAR TERM WITH AND WITHOUT PROJECT 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. 8.3.2 Intersections All study area intersections see summary Table 8-1 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. 8.4 YEAR 2030 WITH AND WITHOUT 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 see Table 8-2, are expected to operate acceptably at LOS "D" or better. No intersection mitigation will be needed. 002312 8-2 002312-ReportC The La Costa Towne Center Excel La Costa, LLC Urban Systems Associates, Inc. May 17, 2013 Table 8-1 Near Term Without & Near Term With Project Intersection Comparison # Intersection Near Term Without Project Near Term With Project # Intersection AM Peak Hour PM Peak Hour AM Peak Hour S ? PM Peak Hour S ? # Intersection D LOS D LOS D LOS S ? D LOS S ? 1 La Costa Ave. / Saxony Road 8.2 A 11.4 B 8,2 A 0.0 No 11.5 B 0.1 No 2 El Camino Real / Costa Del Mar 72 A 9.2 A 9,3 A 2.1 No 12.5 B 3.3 No 3 La Costa Ave. / El Camino Real 43.9 D 50.6 D 472 D 3.3 No 51.9 D 1.3 No 4 La Costa Ave. / Shopping Center Drwy. 16.9 B 20.4 C 173 B 0.4 No 24.9 C 4.5 No 5 EI Camino Real / La Costa Tovme Center 1.8 A 3.2 A 2.4 A 0.6 No 8.0 A 4.8 No 6 EI Camino Real / Levante Street 27.7 C 23.6 C 28.1 C 0.4 No 24.2 C 0.6 No Notes: LOS = Level of Service A = Chan^ S = Sigiificant D= Delay in sec. 002312 002312-Report_C The La Costa Towne Center Excel La Costa, LLC ' Urban Systems Associates, Lnc. May 17, 2013 Table 8-2 Year 2030 Without & Year 2030 With Project Intersection Comparison # Intersection Year 2030 Year 2030 -l- Project # Intersection AM Peak Hour PM Peak Hour AM Peak Hour S ? PM Peak Hour A S ? # Intersection D LOS D LOS D LOS S ? D LOS A S ? 1 La Costa Ave. / Saxony Road 8.3 A 12.2 B 8.3 A 0.0 No 12.4 B 0.2 No 2 El Camino Real / Costa Del Mar 6.9 A 13.9 B 7.6 A 0.7 No 14.0 B 0.1 No 3 La Costa Ave. / EI Camino Real 48.4 D 50.5 D 51.9 D 3.5 No 54.2 D 3.7 No 4 La Costa Ave. / Shopping Center Drwy. 15.9 B 20.0 B 16.0 B 0.1 No 23.0 C 3.0 No 5 El Camino Real / La Costa Towne Center 4.1 A 3.4 A 5.2 A 1.1 No 8.2 A 4.8 No 6 El Camino Real / Levante Street 19.5 B 23.7 C 19.5 B 0.0 No 31.5 C 78 No Notes: LOS = Level of Service A = Change S = Si^ificant D= Delay in sec. 002312 8-4 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Lnc. Excel La Costa, LLC May 17, 2013 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 Highwav Capacitv Manual Special Report, Washington, DC (2000) SANDAG 2012 Congestion Management Program Update 002312 9-1 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 10.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS Principal Engineer Andrew P. Schlaefli; M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer Proiect Engineer Jacob D. Swim; B.S. Civil Engineering Senior Technical Support, Graphics and Illustrations Jacob D. Swim; B.S. Civil Engineering Word Processing, Report Production and Compilation Ty Maroony 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 Projecf. Any changes or delay in implementation may require re-analysis and re-consideration by the public agency granting approvals. Califomia 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 pattems 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 tme 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. 002312 1 0-1 002312-Report_C The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX A City Staff Scoping Meeting 002312 A 002312-ReportC.doc Jake Swim From: Sent: To: Subject: Attachthehts: Sam Kab [sam@urbansystems.nel] Thursday, July 26,2012 9:16 AM andy@urfaansystems,:net; 'Jake Swim' FW: La Costa To.whe Genter img-7260329-.0001.pdf img-72Sd329-0001, pdf (462 KB) tody: L6^?K^ .like: ttie study a3:ea arid trip sfsdtJbti-dns, ate OK. Saift E. K,alb-, II tJ,3:tei.an Sys.t^ras ,AssQ:el.a.t,es,f Irie. 8-,5;9-',S:60-^4ail -T-'Qirig'ixisi Message--^—- From;:- GleB: Van. ,:peski [mailto:Sien.Van|'e,s.kifte®rls,b ,Senfej tliiaEsday, ,JitLy 26. 2012 :e:5:i AM Cei Van 'LytiQh,;: ,Jofai Kim ,Subj,e;et: La Costa, Towne Center Saffl - Preliiainary corainents from Bryan Jones,. He in.et with Jdhri Kim. Q.n these, if you have qiiestidns you might be able to; epntact John Kim. Once you turn in an actual traf,fi,G study, staff ,can do ,a detailed review. Glan Van Seski,, ffi, PLS, QSt). .,Engin,Be,riri,,g Managsi: Land Oeyeldpment' Erigirieei'in.g City of carlsbad www ..caclsb^dpa, gov P: 760-602-r^2783^ C: lM-^'^2-&-5'3€- F:. 7gO-5"&2-lQ,S-2. uj.cn , V a:': po a k i Q c a r .1 .'j ba dca . go-.' Facebook •TWitte:^ Tou, Tiibte 1 Flickr | FiritgTest Enews Jake Svvifii subject: Loeation; Start; End; IRecurrence: iMeseting Status; /A {^^si^ ^i^y-c. CLc^ M'ffj. Meeting to review trip distribution on Bressi Archstone, discuss need for TIA on Vons center Room 174 - Faraday Mon 7/16/2012 2:30 PM Moh 7/16/20T2 3:00 PM (none) Accepted ATtACHMENT 1 La Costa Towne Center Project Trip Generation Existing Uses Us* .Amount Trip APT AAI PcaK Hour Us* .Amount Trip APT %* ln|: Out tn Out •/.* lo :|oat Out telsil(77tdBi(isj^ 1 siojy 3:1,070 Sl* 120 /KSF 3,728 4% 149 S : 4 S9 60 ,J0?4 373 5 ; i' Xii IM Ri*!i((772():BI<ig}-,lJ£R<»f 20j8)3, SF RO «SF 3,49'? 4"/. 100 4 ,60 40 10!i 250 5 ^ 5 125 125 Otfice,f7720 Bldg) - Jhd Jlebf S.*? SF 120 /KSF i,;i,i9 4% 45 6 : ,4 27 13 10% 113 5 : 5 56, 5.6 Retail <7740,II td^- Istoiy l%m SK 120, /KSF 1,602 4?4 72 , 6: ; 4 43, 29 10% 180, 5 ; i 90 99 Raall (7750, SIdg)-,1st floor 21.737 SF 120 KSF 2,60i 4?4 lij-t 4 '63 42 iW. 2S1 5 • -5 I» 130 Office (7750 Bl%) -and flpbr 1D,5S3 SF ,126 itsy i,2(S8 51 & • 4 ^3,0 20 10% [11 5 : 5 63 63 R!a;ail,,(77SQBWg),- 1 story <,834 ,|F m /KSF •i82 4% 23 6 4 W 9 1,0% 58 5 ; J 29, ?9, k?[ail|7770 Bldi) - tst toor 5,312 ;SP 125 /KSF ,(537 25 .6 4 ,10 10'>p 64 i 32' 35 Office 0770 BtiJg),-2ncl floor ,5.312 SF J20 /icSE, ,,(5i7 4^i, 25 4 ts !C low 64 5 ;, '3 %t 32 TOTAL 14,850 596 357 •23S 1.499 743 745 <-S. I'-^-pJvt^- Note:Theprop.QS«lproiecliS,a;molishii)gaw7710BIdg p!,0,70SF). iSxisting & Proposed Project Use Amounr Trii) ADT A.\I Peak Hour PiVr Peak Hour Use Amounr Trii) ADT # out In Out Out In Out .. •> •KOTiKSF T92 Tb--ir iOy, -4SS~ -3-r-'2-48--249-•KOTiKSF T92 (3 Tb--ir iOy, -4SS~ -3-r-—J'-' '2-48--249- Mulli-Family R<sWin£ial (7710 BWe) - 2nd floor 6 /pu 2S3, 8% 23 2 : « 5 ,18 9% 26 7 ; ,'3 ,1? 8 lleiail (7714 BJd^ - 1st floor 9^00 SF f:.0 '/K.SF 1,104 4% 44 6 :, 4, 26, IS 10% UO • S •: 5, ,'J3 3,3 iVIuK-Faroily Risideniial {7714 Bldg), 2nd floor li m 6 72 8% 6 2 : 8 ,1 5 9% ,6 •7 : 3 5 i Retaili[7720 Bldg}-litiiloor 20,,S1J SF 120 /KSF 2^498 4% 100 6 ; 4 60 4Q •s ; 3, !?3, 123 Dffii* (7720 BWg)- Jttdflpcr 9.405 :SF ijft '/KSF 1,129, A% 45 6 '. 4 27 ,18 m. 113 5 ! 3 ,56 M. R«l«a(7750 Bldg) > 1st nbbi-21, 717 ;SF 120 /KSF '2,608 104 6 ; •4 6,3-42 mn .2^1 •5 ,: 5 130 130 O&e I7"53 V,\ii.) - IrA f.oot lOjSj SF 126 /KSF 1,26s ,4% 51 6 : 4, 30 20 10«/« 127 ,3 :; 3 63 » Retiil {77fiQ Btdsi). 1 story. 5,338 SF ')20 iKSF 64! 4% 26 6 :, 4--15 ,10 10% 64 5 •: 5 32 32 rtetail (777!) Bldg) Isttlopr 5,312 $F 120 msY 637 .4»i 25 6 ; 4 15 10 ,10« 64 i i. S 32 32 Qffice (7770 Bldg}., 3ni3 floor 5.3 ft SF' 120 /K.SI ,537 4% 25-6 ,: 4 ti 10 LtS'/. 64 S 32 :32 TOTAL 15,682, 642 i73 26,8 1,565 ,7S'9, 7?6 • ••' mm Npti: The pro^'wd project iSdeiftolisMng ibi 7740 Bldg (15,020, SF). NET NEW TRIPS Ciitid Ition jtPT AM Penk.;li(iur PW Pti'k Hour Ciitid Ition jtPT DOT m OUT • .. Eiiitiiig; iS PropijsBd Project ! 5,682 373 •as?; 78'?' 776 E:!ijtin^ Uses ,14,890 J3S 7'4,5' 745 KETNEW TRIPS 'Wl IS 30 3' S0i3ree: S/VNDAp's (i\foi?S:Qi BriefaLnd.eofVt.'-hicularTrarf^e Oensration Rates, r\[jril'2C0:. •Si-~;5"c!Lrar!;:Fodt "'f*ficiU3anci Squnr? i'sef. = study Intetseotions •><f = Study Street Segineiits ATTAGHMENT 2 Project Study Area ATTACHMENT 3 Assumed Project Only Distribution Percentages 6r -?M\2^ (^Quarry Creek Mi&ater Plan ^(On Marron Rd west of College Blvd) (*) Robertson Ranch-i , ^ U.^K ^ East Village 1 \ Sage Creek High • ^ School (o) PROPOSED- PROJEOT ATTACHMENT 4 Other Projects Location Map ATTACHllrtENT 5 LA GOSTA TQ^NE CENTER PEMDING OR APPROVED PRO JECTS LIST Dos Golinas Robertson Raneri PA 22 309 onits senior conttntjinig: care facilit 66,000 sq. ft. office buiiding 1,340 1,320 Include Include TAZ ok Revise TAZ RQ„bertsQn Ranch Eagt,Vitlage, Reroainlirg 246 single famity dwelling iJnits and 52 condos: 2,876 include ReweTAZ Rancho Milagro gage Greek, HlgH.'School 22 single family dweljing units 264 Include TAZ ok 1,500 studenis 1;950 Include Revise TAZ Alga Morte: Park 32 acre site 1,600 Indude TAZ ok Garlsbad La Casta-GoU'ection 53: tQwnhomes.(At ECR / Dove Ln.) 424 Include TAZ ok 10 Putpsettia, Place Pizza Potliwiin Bressi Ranch) 82 units (68 townhomes and 14 stacked flat condo units) 656 Include 37.000 sq,ft. industrial with 4,300 sgl it restaurant TAZ ok 692 Indude Revise TAZ 11 Carlsbad Paseo I^orth 61,860 sq. ft commercial 3.532 indude Revise TAZ 12 Carlsbad Paseo Soufhi, 120,000 sq. ft commercial 5,868 Indude Revise TAZ 13 Legoland, Hotel 250; room resort hotel 1,600 Incfude T/ttZok 14 GreenDragon Tavern 21,334 sq.ft. restaurant and book, storfe 1,305 Include TAZ ok 1S Bressi; Ranch Planned lnd,ustrial Increased TAZ to 15.0 KADT 15,000 Include 50% plus 3 hotels Revise TAZ to indude Project. 3 hotels. Pizza Port, Gas Station 16 Pabmar, Airport Commons 15.0. acre community commercial 12,320 Indude TAZ ok 17 La Costa ToWne-Center 285,000 sq. ft. community commerdal 128 condominiu nri dwelling units 22,752: indude TAZ ok 64 sinQlefamllydweSiing units 55,000:sq. ft office 1i024 No TAZ ok 640 No TAZ ok 1,100 No TAZ ok Mates: TAZ = Traffic Model Traffic, Analysis Zone ADT'=, Average Da iiy Traffic: Volu m e: 0Ar/f Cm'TY The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX B Existing Traffic Counts and Level of Service Worksheets 002312 B 002312-Report_C.doc City; CARLSBAD N-S Direction: SAXONY ROAD E-W Direction; UCOSTA AVENUE Transportatiot) Studies, Inc. 2640 Walniit Aventie, Suit? H Tustm.GA. 92780 File Name : h1208002 Site Cbde ; 00003S73 Start Date : 8/1/2012 Page No : 1 droups Printed- Turning Movements DEAD END LA COSTA AVENUE iSAXGNY ROAD LA COSTA AVENUE Southbountf Westbound Northbound Eastbound Stan rime Riaht Thru 1 Left Riqht! Thru 1 Left RIciht 1 Thrul Riaht Thru i Left Inl, Total 07:00 AM 0 0 0 0 306 14 9 0 6 8 190 0 533 07;f6 AM 0 0 0 0 312 17 18 0 8 :i2 199 0 566 07:90 AM 0 0 0 0 304 33 10 0 7 6 215 0 575 07:45 AM 0 0 - 0 0 347 30 14 6 8 32 323 ,0 754 Total 0 0 0 0 1269 94 51 0 29 58 927 0 2426 08:0(3 ,AM 0 0 0 D 293 27 18 0 11 14 310 0 678 06;15,AM 0 Q 0, 0 343 39 i6 0 3 36 296 0 726 08-30 AM 0 0 0 0 333 ,22:-2i ,5 8 20 290 0 699 68:45 AM 0 0 0 0 354 31 19 0 11 32 3Q7 ti 754 tota! 0^ 0 0 0 13,33 118 ,68 0 33 102 1203 D 2857 "•BREAK*** 04:00: PM 0 0 0 ff 267 20 23 0 11 24 374 0 719 04:15 PM 0 0 b 0 311 2i3 2'3 0 8: 16 375 0 756 04:3:0:RM b 0 0 0 ,298, iize 16 d 9 12 399 0 760 04:45 PM 0 0 0 b 302 30 28 6 17 I'i 389 b. 777 Total o; 0 0 0 1178 9? SO 0 45 63 1537 0 3012 05:00,'PIVi, 0 0 0 0 309 21 20 0 9 14 381 0 763 05;t5PM 0 0 6 0 363 27 29 0 16 17 338 b 840 05:30 PM 0 0 0 0 302 23 37 b 13 23 364 b 762 05:45 PM 0 0 0 0 291 27 26 0 11 9 344 b 698 ' —raarl - —cr-u •ff T255-9S -1-21 0 —jtS^I ^ M77-— 0-8063- Grand Total 0 0 0 0 5035 409 330 b 156 286 5144 b 11360 .Apprch "A 0 0 0 0 92.5 7.5 67.9 .0 32.'! 5.3 94.7 b total: °/o 0 0 0 ,0 44.3 3.6 2.9 0 1.4 2.5 45.3 0 Traosportatioii Studies, lno. 2640 VValaut.Avenue, Suite H Tiistin, t;A. 92780 City: CARLSBAD N-S Direction: SAXONY ROAD E-W Direction; LA COSTA AVENUE File Name : h1208002 Site Code : 00003873 Start Date : 8/1/2012 Page No : 2 DEADEND LA COSTA AVENUE SAXONY ROAp LA COSTA AVENUE Southbound Westbound Northbound Eastbound Start Time •Riaht 1 Ttirul Lefl! APR. Total Ribht 1 Thru 1 Left Ma. Total Riaht Thml Left 1 Anc. Tom Rifiht 1 Thm 1 Left App. Toiai IhL Total PesK: Hour Analysis From 07:00 AM to 08:45 AM • Peakl ofl Peak Kourfor Entire Intersection Begins BI:07:45 AM 32 07:45AM b 0 0 b 0 347 ,30 377 14 0 8 22 32 323 0 355 754 08:00 AM ,0 0 0 0 0 298 27 325 18 b 11 29 14 31b 0 324 678 09:;1SAM 0 0 0 0 0 343 38 isi io 0 3 13 35 296 ft 332 726 b'SrSb AM, 0 0 0 0 0 338 ?? 360 21 0 8 29 20 290 b 3-io 699 Total Voiurne •0 0 0 0 0 1326 117 1443 63 0 30 93 102 1219 0 1321 2857 % ADD. total 0 0 0 0 91.9 8.1 :B7.7 0 32.3 7.7 92.3 G PHF ,000 .000 .000 .000 ,000 :955 .770 .947 750 .000 .682 .802 .708 .943 ,,OPO, ,930 .947 DEAOEND ai C~l&. ETI], I Right Thru 3 l—l z LU > < t a o Peak Hour Data t North Peak Hour Bsjins at 07:4,5 Nt. Turning Mtwernents +—^ r- "r"a- Las,, T^rU RiqtiL i^30l DI^ CSS r 83i I 3t2l Out In Total ".sftxnNV'Rfi.'^n Transportatipn.Studies:, Inc., 2MQ Walnut Avenue, Suite H t«stitt,CA,S>278b City; CARLSBAD N-S Direction: SAXONY ROAD E-W Direction: LA COSTA AVENUE FUeName :h1208002 Site Code : 00003873 Start Date :8/1/2Q12 Page No : 3 DEAD END Southbound LA COSTA AVENUE Westbound SAXON Y ROAD Northbound LA COSTA AVENUE Eastbound Start Time Right! Thru 1 Left! App.Toiai Ridht 1 Thru 1 Left|,App.Tot«l Riaht 1 Thrul Left I ABP. Total Riqht 1 Thai! Left 1 APP. Tolal Int. Total j Peak Hour Analysis,:Fro,m 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire interseetlon Begins, at 04:45 RM 04:46 PM 05:00 PM 05:15 PM 05:30 PM 302 30,9 353 302 30 ,21 27 23 392 •330 39P 325 28 29 29 37 0 17 0 9 0 16 J 13_ 45 38 45 50 11 389 0 400 14 381 0 395 17 388 0 405 23 364 0 387 777 763 840 762 Tptat Volume "/oAiap. total 0 1276 0 ,92,7 101 7.3 1377 123 69.1 0 55 0 30.9 178 65 1522 4,1 95,9 1587 3142 PHF .000 .000 ,.000 •OOQ .000 .879 .842 :S83 .831 .000 .809 .890 ,707 .978 ,0OQ •980 .935 , Qui , rri I DEADEND Jn, TslaL I ol' " Ol Right Thru J Left, 5 -Pealf-Houf-Data- North Peak Hour ,Begins at 04:45 PI Tiii-nlflo Movements U-156J I ...ml: LIMI Out In Total 'fiAXnWYRO,An city: CARLSBAD N-S Direction: EL CAMlNO REAL E-W Direction; COSTA DEL MAR Trattsportatioa Stwdics, Inc. 2640 Walnut Avenue, Suite H tustin, CA. 92780 File Name ;h1208003 Site Code : 00005163 Start Date : 3/1/2012 Page No : 1 EL CAMINO REAL Southbound COSTA DEL MAR Westbound EL CAMINO REAL Northbound DEAD END Eastbound . •"- • •••••[ start Tim's-RlOflt 1 Thai 1 Left Rlqht 1 Thni! L?ft Rlqht 1 Thrul Left Riaht 1 Thrui Left inf. Total 07:00 AM 0 310 7 0 0 7 3 248 0 0 0 0 575 0,7:15 AM 0 333 11 2 0 8 22 297 0 b 0 0 673 07;3tlAM 0 424 15 5 0 10 11 331 0 0 b 0 796 07:45 AM 0 :5b3 :2b 3 0 5 29 420 0 0 0 0 980 Total 0 1570 53 10 0 30 65 1296 0 0 0 0 3024 08:00 AM 0 464 12 4 0 11 15 417 0 0 0 0 923 08:15 AM b 483 11 • 6 b 3 36 438 0 0 0 0 977 08;30AM 0 446 14 6 Q 17 33 431 0 0 0 0 947 08:45 AM 0 ,533 22 4, 6 13 45 467 b b b 0 1084 total:. b 1926 59, :20 0 44 129 1753 0 b b 0 3931 •BREAK^ 04:00 PM 04:15 PM 04:30 PM 04:45 PM 412 439 469 48S 10 4 ib 12 14 13 24 37 28 33 21. 31 472 26 450 27 569 32 555 976 mi 113,2 1124 4192 totei 05:00 PM 05:15 PM 05:30 PM 05:45 PM Grarid Total Apprch % Totaled 0 1805 0 49,8. 0 548 0 503 6 467 36 3 i A 7 731,7 978 472 164 2.2 1.1 70 16 15 JJL 119 25 4b 31 _3£ —72- 172 34,6 1,1 -132- 325 65,4 2.1 lie ,2046 26 647 '29 517 26 514 8 436 —8&- 399 5.3 2.6 -20+4- 1116 1160 1093 971 -4-339- 7109 94.7 45.9 15486 Transportation Studies, Inc. ,2.S40 WakutAventw, Suite H TVistin,„CA.,927S0 City: CARLSBAD N-S Direction: EL CAIVIINO REAL E-W Direction: COStADELMAR File Name : h1208003 Site Code : 00005163 Start Date : 8/1/2012 Page No ; 2 EL.CAMINO REAL , COSTADELMAR EL CAMINO REAL DEAD END Southbound Westbound Northbound Eastbound Start Time Riaht! Thru! Left! Ana. Total Risht ! Thru! Left 1 Ace. Totel R!.qht Thai! Le'ft! APP. TQUI Right 1 Thai! Left App. total Int. Totai Peak Hour Analysis From 07:b0,AM -to '08:45 AM -Peakl oft Peak Hour for Entire Intersection Begins at 08:00 AM 923 08:00 AM b 464 12 476 4 0 11 15 15 417 0 432: 0 0 0 0 923 08:15 AM 0 483 11 494 6 0 3 9 36 438 0 474 0 0 0 0 977 08:30 AM 0 446 14 460 6 6 17 23 33 431 b 464 b Q' 0 0 947 08:45 AM 0 533 22 SSS 4 0 13 17 4,5 467 0 512 0 0 b 0 1084 Tptal Volurtie 0 1926 59 1985 20 0 44 64 129 '1753 0 1882 0 0 b 0 3931 , VO ADB. total 0 m. , -3 31.2 0 68.8 6.9 93.1 0 b 0 0 PHF . :000 .903 .670 , .894 .833 .000 ,647 .696; -717 ,938 .m ,919 .000 .000 .000 .000 .907 Peak Hour Data z 114 a s ^ •=1 i-i-North I Peak Hour B6gins,at 08:00 Alvi i Turnlf>ci Movematits 1—w > m n 5 Thru Riaht, r bl 17531 1231 TjsM "cfel i 3gs2l Our In tplal Fl f:AMII^O Rii:,Al City: GARLSBAD N'S Direction: EL CAM [NO REAL E-W Direction: GOStA DEL MAR Transpbrtatiod Studies, lno. 2640 Walnut Avenue, Suite H Toslin, CA. 92780 FUeName ;hi208003 Site Code : 00005163 Start Date : 8/1/2012 Page No : 3 EL CAMINO REAL COSTA DEL MAR EL CAMINO REAL DEADEND Southbound Westbound Northbound Eastbound Rtfirf Tinrtfl Riaht 1 Thru 1 Left! Aiio: Total Riflht Thru! Left 1 App. fatal. Right! Thrtj 1 LeftI App. Totel Riflht! Thru 1 Left App;Tiiial, Int., Total 1 Peak Hqui^ Analysis From 04:00 PM 63 05:45 PM' PeaK 1 of 1 Peak Hour fbr- E ntirelrrtersectlon B'eflins at 04:30 PM b 1132 b 469 lo 479 24 0 33 57 27 569 0 596 0 0 b 0 1132 04:45 RM 0 485 12 497 19 0 21 40 32 555 0 587 0 0 0 0 l'l 24 05:00 PM b 498 3 501 16 0 25 41 26 547 0 573 0 0 0 0 •1115 05:15 PM 0 548 2 550 24 b 40 64 :2& 517 0 546 0 0 0 0 •iieo Tptgl VplLirne 0 2600 27 2027 83 0 119 202 114 2188 0 Z?02 0 0 0 0 4531 ' % ADD. total 0 987 1.3 41.1 0 58.9 5 9B: , b 0 0 Q , PHF .oob., ,;912 .563 ,921 .865 .000 744 ,789 .891 .661 .000 .956, .000 ,000 .000 .000 .977 1 Q Q Z a U| : c o - c EL CAMINO REAL, Out , ^iM— JMSL, ^ml p2Sm I 4a38! I -Ql ,2{I0(H ,27l Rijlht TIjr'U ,L|ft 'P:eak"Ht)farData - T ,North Psak Hour Begins at 04;3(),pijl, lufflfdsJsiteBflieDJs -19 ^ ~ o o rn <~i I r LM , Thm T^ishL i^^nl ,:2i88! , ,^14l jsmi Out Irt Tofal H rAMiNrt RPAl RICK.ENCjmEERlNd TtJjR^JMG MOVEMENT ANAtYSIS: Sit/Cliritbad rtit^rsectipn of; TS/S SUrcct; B ,Cattl.np RM), li'W Stress: Ln GbitaAvemie Pajje 1 of 3 Fife: 20IJht,#l'! Dita; Collectid by;' Qsoar, Ko.'icoaBc, :iRiiea, GiSuritDate; ot/mi Pay : Weijrissiaaj/ Wfeiitliipr: ^,uan): tnifiit fiootipl! SijTuIizecl South Anproach fNBl North Aptittttcii tS6) , W,cjl,Apnroach,(EB) East Approach (vVflj I imin Totat End of IS, mill, pri. Lrs& Xl-Tm Timt ,Ri,ghi Peds iJ-Tm "Thru Peds Left' U-Tiii Tlihi Riglit Pedi Left U-Tiii Thm Riiilht Ptdi VeliielM Peds iS'.lJ AKI 14 0 38 0 i 4 0 •41 0 50 0 20 12 b ,7 0 83 16 •0 378 1 fi :30 AM 13: 0 44 4 1 f. 0 57 121: i Q 27 18 0 U •0 77 'S 420 1 6:«AM i3 0 ;3i I 2 & 6 ,92 155: 1 ui 0 23 24 '3 H D 125 19 I 646 7 7:00 kM 0 sis 2 0 14 0; 123 I5S 0' 149 0 42. 32 0 15 9 los 23 I 775 I 7:15 AM ,38: 0 88 4 1 13 1, 119 192 ,0 1Q7 0 45 27 1 14, '0. 167 29 V 834 2 7:30 AM 16 0 116 3 1 7 0 193 211 0 143 0 41 28 1 22 0 142 39 0 97t 2 7;« A,M 27 0 156 2 4 10 .0 t9S 205 1 160 6 54, 46 0 15 0 135 37 1 1073 6 8:00 AM 53 0 155 2 2 18 2 2SS 301 2 179 0 67 .4,7 3 40 13 ,170 •7+ 0 1293 7 W5AM • 61 1 170 ^ 1 25 ,0 247 "17?"" a. 203 1 -w ' "0' • 28" y 133 -••fl— -0— —f- 8:30 AM » 44 1 1S3 5 5 27 0 284 192 0 165 i 59 n 0 28 0 133 55 I 1248 6 8:4i AM • 68, 0 152 3 0 25 0 238 178 0 186 0 65 64 0 26 0 156 61 0 U42 0 ^:M AM • •54, 6, 214 8 0 42, a 263 isi J 208 0 8S 68 0 36 0 110 48 0 132Q 1 Max, IS min. 68 1 214 S 5 42 2 283 311 2 2D8 1 88 84 3 40 0 170 74 I 1320 7 Pk HrVoL 21S 719 2i S U9 0 1032 724 i 761 2 ,269 299 0 118 • 0 532 208 1 5024 8 :8:00 AM Peak, IiiteraectionTiBHisjn Pk. Hf. -5024 Peak Hr: Factor ,0.95 ^MAM Hour aater^cction Pdstrns in Pk.Hr. = S :3;45PM 6$ 1 m 1,8 0 41 0 213 2O0 1 iiS9 0 141 52 I 32 0 102 51 0 1333 2 4;o6 PM 61 1 264 14 0 •4i5 0 213 '200 0, lio 0 113 59 0 43; 0 95 40 1 1331 1 *I>PNl 64 1 243 12 0 42 0 233 166 1 ,165: 1 121 ,82 3 31, d: 79 4 ,1270 7 4;30;PM, 52 1 297 17 0 70 0 249 298 ,0 156 0 109 6,9' 0 37 0 92 44 0 1401 0 4:4? PM 7S 1 308 19 ,2 57 1 :247, 204 ,0 204 0 132 42 0 & 0 104 40 0 1464 2 5:00 :PM, 60 2 311 16 3 46 0 305 198 a 199 0 132 73 0 41 0 112 41 0 1536, 3 S:13Rvl 92 0 28iS, 14 I 3S 0 210 196 0 215 1 123 69 0 27 0 99 38 0 140? 1 3:30,fM * fio 0 262 17 2 74 0 374 258 0 202 fl 137 90 0 is 0 98 43 b 1644 2 5;4S PM * 50 j) 285 6 4 Si Q 345 219 '6 2'(i9 0 141 79 1 24 0 92 42 4 1585 S 6:Q6,PM, * 5,9 0 31? 26 b 84 Q 287 24s '0' ios d ISl 79 0 30 0 104 45 1 1^44 1 65 0 233 18 d ISO 0 264 182 fl 2IT 0 165 73 0 •24 0 87 55 6 1443 0 6:30 PM 43 1 2J1 16 0 5S 0 258 182 •a 174 0 131 ,85 6 , 3'0 a 77 70 5 1376 5 Mfl?(. 15 mill. 92 2 312, 26, 4 84 1 •374 25 s i 217 1 165 90 2 45 0 112 70 5 1644 9 Pk.,Hr. Voi. i io'K ,S7 , 6 259 0 i270^ 90) 0 .836 0, 604 321 1 107 0 38i 185 S 6316 12 5;15PM Pwik Intersection Trafflc:ia Pk; Hr, = 6316 Pcb]i;:i-Ir. Factor 0.96 6:15-PM Hour Iiiti^iSedtiori Pdstma ill Kc. Hr. lj Camino Real at La Costa Avenue Lane Con-Egitfation fof rnterjectidn Capadty ytilization Page:2 of 3 Pk IHlf, Tim'e Pei'lod ; Soutii Am (NB) Nortii Appr fSB) West Appr(EB} East Appr (WB) 8:00 AM to, ,9:00 AM , Left Thru Right Left Thru Rigiit Lefl Thru Riglit, Left Thru Riglit Lari^ Inside 1 1 Config- (left), 2 1 ttratiohs 3 1 4 1 5 1 1 4 Outside: 7 Freie-flbW 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 Lme Settings 2 -3, 0 2 3 1 2 t 1 1 2 1 Capacity 3600 600C 0 Are tiie Nonh^outh phiases split (T/N),? N Afe the East/West jsJiases: sptit fYMp N Efficiency LostFacter O. fCi HourlyVolume 220 Adjuste'ii Hoiu-iy Voluine -220 tJtiiizatioH Factor 6.06 Critical Faetors &.06 idtr Ratio = i).7a. 3600: ^OQO tM 3,600 4000 im I-SQO 4000 1,800 719 2,1 m 1032 74a 0 m 1Q32 0.12 0,00 0.03 0.17 jLDS = c 724 507 0:2? 0.28; 7S3 753 0.21 0.21 20 0.07 299 118 53,2, 208 299 lis 53? 2Q8 047 0.07 0.T3 b-l? 0.13 Tuniing Movements at Intersection of: El Camino Real artd La Costa Avettue W e ,s t A P •P r time: 8:00 AM to 9:00 .AM Dale: 08/03/11 Day: Wednesday Name: CsGar, Roxanne,, .Rhea North Approach Totals 2807 Suh- totali 1476 •1331 724 763; 26? 299 Subtotaiii Total i45! :220 2 2411 3563 1875 0 1032 iJ9 North 719 960 El Carttiiio Real 1688 — 208 532 lis Total Subtetais: Sub- , totals 858 409 La Costa Avenue Totals 1267 E a s t A P P r South Approach Note-; Jjetf-turn vqlimies inqliid,c IJ-tums. U-turns in bold., 30%E.TOR,re(iuction usie,tl, for STiKTs El Cammo Real at La Costa Avenue Laae Cojifigurai,|o» forlitrersectioii Capaeifjf Utlliiation Page 3 of3 Pic. Hr, Time Pefidd; South Appr (NB) North^ Appr (SB) West Appr (EB) East Appr (WB) 5:1.5 PM to 6:13 PM Left , Thru Right Left iTiiu Ripht Left Thru Right Left Thru Right Lane Inside I 1 I 1 1 Contig. - (left) 2 1 1 I 1 urations 3 i ( I 1 4 i 1 1 1 5 I 1 I 1 6 1 Outside 7 Fre'e-flow Lane, Settings 2 3-0 2 3 1 2 2 1 ;l 2 ;i CaBaoity 3600 6000 0. 3600 6000 1800 35,0,0 4000 1800 1,800 40e!0 IOT Are the Nofth/Seutb ph8ses;split.{^ u Are fhe£ast/Wesrphasgs,:split:(Yji<l5?' N Efflciericy Lost Factor 0.10 Hourly •'Volunie 246 1092 €7 299 1270 9Q^8 836 .604 ',32:1 107 381 185 Adjusted ,HiEiurly Voiuitie 248 iis9 0 m :L270 616 836 :6.04 321 107 385 185 iJtiiization Factor &j07 o:i:9 .KOO :D.O8-OM 0,35 0.23 D.15 0-18 0.06 0.10 0:10 Criti:cai Factors 0.07 0.35 0.23 O.IO IGLfRatio = 0:83' LOS - D TumingMovements at Intersection of: EI Camino Real and La Costa Avenue W e s t A P P r Time ::5:15 PM to 6:15: PM ,13ale: os.'oyj] ,Day: Wednesday Name : Oscar, Roxaniii:. Rhea Totals 3294 Suti- ,:,tdtals, 1533 176] S3fi 504, 321 .Subtotals. Total „ North Approach 908 El Camiiio Real *1 1700 4590 0 2477 1270 299 •IC North 246 1092 2. 140:5 3105 South Approacii i f 67 185 381 107 total Subtotals, Subi totals 673 970 La Costa Avenue Totals 1643 E a s t A P P r Note ; Left-tiim vnlumes include U-tunis. U-turns in bold. 30% RTOR, reduction used for SBRTs Transpprlatipn Studies,, liip, 2640 Walnut Avenee.'SuiteH Tustin, GA. 92780: City: GARLSBAD M-S Direcfion: SHOPPING CENTER DRIVEWAY E-W Direction: LA COSTA AVENUE FUeName ;hi208004 Site Code : 00000562 Start Date ; 8/1/2012 Page No :. 1 SHOPPING CENTER DRIVEWAY Southbound LA COSTA AVENUE Weatbound SHOPPING CENTER DRIVEWAY Northbound LA COSTA AVENUE Eastbourid •Start Time Riaht) Thru 1 Left Riaht 1 Thru i Left, Riaht 1 - Thrul Left Riaht 1 Thru! Left Int. Total 1 07;00AM ,07:15 AM 07:30 AM 07:45 AM 29 0 3 31 0 5 30 6 7 33 1 8 18 144 5 22 1 45 1 24 155 0 16 19l 6 4 0 ,3 0 0 2 1 1 1 2 , ,1, , 6^ 8 47 5 5 46 3 8 44 , 5 7 76 13 266 260 277 •360 Total :08;0G,AM 03:15:AM D8:30AM ,6g:45AM 123 1 23 30 2 13 37 4 •io 27 1 16 30 3 6 80 ,636 12 18 161 8 17 202 10 20 175 5 27 181 5 7 2 12 4 2 e 3 1 8 2 i 8 1 0 0 28 213 26 14 42 7 24 79 11 12 ,79 13 20 90 8 1163 309 406 360 371 Totsil "* BREAK*** O4:0&PM 04:15 PM 04:30 PM 04:4S RM 124 10 45 45 5 26 32 2 25 43 7 35 40 6 24 82 719 28 15 78 10 15 116 4 23 136 4 16 118 B 10 ,5 24 •3 6 11 10 3 20; 8 4 19 10 6 15' 70 290 39 27 169. 15 24 159 11 1:8 189 11: 19 . 200 18 1446 410 421 500 478 Total 05:00 PM 05:15 PM 05:30 PM 165 20 110 37 1 30 43 2 33 36 1 41 eg ,448 24 16 105 5 28 103 5 19 102- 3 31 19 65 13- 3 16 6 7 22 10 5 -18 66 717 55 20 196 17 25 186 13 17 206 15 1809 459 473 473 05:45 PM 41 7 38 25 109 6 " IT"" ~ ^74~ tff •462:"" Total Grand Total Apprch'% Totar% 15? 11 142 569 42 320 61.1 A.5 34.4 91 ,0.7 5.1 88 419 19 319 2222 83 12:2 84.7 3,2 5:1 35.4 1.3 ,51 18 64 ,99 44 165 32.1 14.3 53.6 1.6 0.7 2.6 •75, 762 61 259 1982 181 10.7 81.8 7.5 4.1 31.6: 2.9 1867 6285 Transppriation Studiesi, Inc. 2640 Wakiit Avfsaue, Stiite H Tustin, CA. 92786 City: CARLSBAD N-S Direction: SHOPPING CENTER DRIVEWAY E-W Direction; LA COSTA AV6MUE File Name : h1208004 Site Code •00000562 Start Dale : 8/1/2012 Page No : 2 SHOPPING CENTER DRIVEWAY Southbound i A AWCKMIC i SHOPPING CENTER LA COSTA AVENUE DRIVEWAY Westbound j Northbound LA COSTA AVENUE Eaistbound Sfa'rlTimfi Riahti Thrul Left 1 App.,TOWI. RiQht 1 Thru 1 Left 1 ADB. Tbiai 1, Rioht I Thru 1 Left 1 ABP. toiai Riaht 1 TTituI Left 1 ADB. tiiai int. Total Peak Hour Aj)a Peak Hourfor E bSiOQ AM 08:15 AM 08:30 AM 08:45 AM yste.From 07lOG AM M q8;45 AM ntire IntersecJbn Begin? at 08:00 30 2 13 45 37 4 10 51 ,27 1 16 44 30 3 6 39 • Peak 1 ofl AM 18 161 8 187 17 202 10 229 20 175 5 200 27 181 5 213 * 2 8 14 3 1 8 12 2 2 8 12 . „ 1 0 0 1 14 42 7 53 24 79 11 114 12 79 13 104 20 90 8 118 309 m 360 371 TotSi Volume % ADD: tot^l 124 10 45 179 69.3 5.0 25.1 82 719 28 829 ,9.9 86.7 3,4 10 S .24 39 25.6 12.8 61,5 70 290 39 399 17.5 72.7 9.8 1446 PHF 83S .825 .703 .577 .759 .390 ,700 .905 .625 ,625 .750 ,696 .729 -806 ,750, .845 .890, SHOPPING CENTER DRiVEWAy Out In ^ Total ^ jZm\ CWl I 1241 TOI *S\ THRI Left U .s>—1 Q; 4- Peak Hour Data t North Peak H6ilrBBgins.at:D8;gO Ad/ I Tiirnlnn fjIpv-irilBntB „ •^S w D • w ^> o o H C9 ca AV m _^ _^ o fn 5! r Leit Tfthi Riaht I .24i'^,,5i .iei] r~io8i Ml '1-471 Tolal Out, In .qMnpPINf^ RFNtFR nRIVFWikY Transportstion Studies, Inc. 2640 Wklriiit Avenue, Suite H Tustin, CA. 927S0 City: CARLSBAD Direction: SHOPPING CENTER DRIVEWAY E-W Direction: LA COSTA AVENUE FiJaName : hi208004 Site Code •; 00000562 Start Date : 8/1/2012 Page No : 3 SHOPPINCS CENTER DRIVEWAY Southbound LA COSTA AVENUE Westbound SHOPPING CENTER DRIVEWAY Northbound LA COSTA AVENUE Eastbound Start Time Riaht 1 Thru 1 Left 1 Apo.Toiai Rfoht 1 Thru 1 LSft 1 Aoe. Tite! RiahtT Thru 1 Left 1 m. Toiai Wqhtl Thrul Left 1 AUB.Total inl Total Pe,ak Hogr:Aria Peak Hour'fer E 04:30 PM 04:45 PM d5:do PM , 05:15 PM ysls Fro,m 04:130 P|W to 05,;4,5 PM, nflre Intersecfca Begins at 04:30 48 7 35 90 40 6 24 70 37 1 30, 68 ,4-3 2 33 78 •Peakl Dfl PM' 23 1,36, 4 16 118 $ 140 15 105 5 126 28 103 5 1 35 8 4 19 31 10 6 15 .31 13 3 16 32 6 7 22 35 16 189 11 216 19 200 18 '237 20 193 17 233 25 1 86 13 224 500 478 459 473 TotalVolums % ADD, Total 168 16 1,22 306, 64.9 , 5.2 39.9 , 83 46,2 20 565 14.7 81.8 3.6 37 20 72 129 , 28,7 15,5 55.8 80 771 69 910 8.8 84.7 6.& 1910 ,PHF ..875' ,571 .871 ,850 .741 .849 :833 .667 .712 .714 .818 .921 .mo .954 .819 .960 .955 til v-a' l—l 2 UJ ,coj ^. -. Peak Hour Data r North ;Pe9,K Ho"r?^iris ai 04:30 Ph TMcnipci Movem&nts o o r—i z -|C o m Thru . :Right f' 721 m. -m Left •IIBl out in , ,'„ Total pii:OPpiNf^ r.FMTPR nRiVFWAV, TranspottaliciH Studies, las. 2640 Walnut, Aveniie, Suite: H Tusfin, CA. 92780 City: CARLSBAD N-S Direction; EL GAMIMO REAL E-W Direction: LA COSTA TOWNE CENTER File Name : hi208005 Site Code :0OQ00559 Start Date ; 8(1/2012 Page No ,: 1 Grouiis Printed- Turttin.o Movements EL CAMINO REAL LA COSiTA TOWNE EL CAMJNO REAL DEAD END iSouthbouncl LicN 1 cK Westbound Northbound iastbound Start Time Riaht 1 Thrul Left Riaht Thrul Left Riflht1 Thm! L6f( Riaht 1 Thrul Lfeft Int. Total 07:00 AM 0 145 0 0 0 3 1 125 0 0 0 0 274 07:15 AM 0 227 0 0 0 1 0 1,46 0 0 0 0 374 07:30 AM 0 295 0 0 0 2 0 206 0 0 0 d 503 0f:4SfiM 6 335 i 0 6 0 3 203 0 6 0 d 542 total 0 1QD2 1 0 0 6 4 680 0 0 0 0 1693 08:00 AM 0 374 0 1 0 7 4, 1,95 d 0 .0 d 581 08:15 AM d 330 0 a 0 5 8 215 0; 0 6. d 558 08:30 AM (5 3S4 2, 6 6 4 254 0 0 0 0 621 08:45 AM 0 351 1 h 0 2 ,i. 246 0 0. Q 0 601 Tofel 9 1409 3 2 0 20 17 ,910 0 0 0 d 2361 BFiiEAk'***- 04:00 PM 0 314 2 i 0 9 5 3,S5 0 0 d, 0 686 04:16 PM 0 311 1 1 0 4 6 35i 0 d d d 674 04:30 PM 0. 315 2:: 2 b 10 6 379 0 d 0 0 714 04:45 PM a 331 2 ,d d 10 3 ,395 0 0 0 0 741 Tots! 0 1271 7 4 0 33 20 1480 0 0 0 0 2815 05:00 PM 0 326 0 2 0 10 5 359 0 0, 0 ti 702 Q5:15P'M d 388 3 •i d 11 7 403 0 0 0 0 813 05:30PM 0 345 ,5'^ 1 d 6 9 •315 0 D 0 0 680 05:45 PM '0 3'35~~ -1 ""•o~ 5 325" "0 - •'xr 662- Total 0 1389 g 4 0 31 22 1402 0 0 0 0 2857 :Grand total 0 5071 20 10 .0 90 63 4472 0 0 0 0 9726 Apprch % 0 S9.6 0.4, lo 0 90 1,4 ^8.6 0 0 0 0 Total % 0 52.1 0.2, 0.1 0 0.9 0,6 46 0 0 0 0 "TiBnsportatioii Studies, Inc. 2640 Walnut Avenue, Suite H Tustin, CA, 92780 City; CARLSBAD N-S Direction: EL CAMINO REAL E-W Direction: LA COSTA TOWNE CENTER FUeName : h1208005 Site Code : 00000559 Start Date : 8/1/2012 Page No : 2 EL CAMINO REAL LA COSTA TOWNE CENTER EL CAMINO REAL DEAD END Southbound Westbound Northbound Eastbound Start Time Riaht 1 Thai! LeftI App, Total Right 1 Thrul Left Aw.Tolel Rlqht Thru 1 Left 1 Anp. Total Riqht 1 Thru 1 Left App. Total Int. Total Psak Hour Analysis From 07:00 AW to 03:45 AM • Peak 1 of 1 Peak Hour for Entire Intersecition Begins at 08:00 AM 08:00 AM 0 374 0 374 1 0 7 8 4 19S 0 199 0 0 0 0 581 08:15 AW 0 330 0 330 0 0 5 5 8 215 0 223 0 0 0 0 558 08:30 AW 0 354 2 356 1 0 6 7 4 254 0 253 0 0 0 0 621 08:45 AM 0 351 1 352 0 0 2 2 1 246 0 247 0 0 0 0 601 Total Voiurne 0 1409 3 1412 z 0 20 22 17 910 0 927 0 0 0 0 2361 % ADP, Tota! 0 99.8 0,2 9.1 0 90.9 1.8 98,2 0 0 0 0 PHF .000 .942 .375 .944 .£00 .000 .714 .688 .631 .896 ,000 .898 .000 .000 .000 ,000 .950 ELCAMINOREAL Qui , In . , Total 912] 1 14121 I 23241 I O! 14091^1 Right Thru Laft ea—I _l .S>—1 a 4- Peak Hour Data t North Poalc How Begins at DS-.OO AN Turra'no Movemenis n f ?8 o '1 Lett t Thru Rlnht T 9101" T Jim I B27i Cagg Out In Total PI TAMIMnRFAl Traiispdrtatlein Stiidies, Inc. 2640 Walnut Aveniie, Suite H Tusdn, CK. 92780 City: GARLSBAD N-S Directiori: EL CAMINO REAL &W Directiori: LA COSTA TOWN E CENTER File Name : h1208005 Site Code : 00000559 Start Date : 8/1/2012 Page No : 3 EL G;^MINP REAL LA COSTA TOWNE CENTER EL CAMINO REAL DEAD END Aouthbound Westbound Northbound Eastbound Start Time Ridht 1 Thru 1 Left 1 App.Total Rioht 1 Thrul Left, Aiip: Total Riaht! Thrul Left 1 Aopitoisi .....Ri9ht 1 Thru 1 Left App: Total Inl Total Peak Hour Analysis, From O4:O0 PM to 05:4 5 PM-• Peak 1 Of 1 PB,ak Hour for Entire Intersection; Begins M 04:30 PM 04:30 PM 0 '315 2 317 2 0 10 12 6 379 0 385 Q 0 0 0 714 04:45 PM 0 331 2 333 0 0 10 10 3, 395 0 398 0 0 0 0 741 05:00 PM 0 323 d 326 2 0 10 12 5 35,9 0' 364 0 0 0 0 702 05:15 PM 0 388 3 391 1 0 11 12 7 4153 0 410 d 0 0 0 813 Tot# VplUfTie 0 1360 7 1367 5 0 41 46 21 1536 0 1557 0 0 0 Q 2970 % ADD.'Tbtal 0 99.6 0.5 10:9 0 89.1 1,3 98=7 0 .0 0 0 PHF .000 , ;876 .583 .874 .625 ,000 .932 ,958 :750 ;953 .000 ,949 .000 .000 .000 .000 .913 Q Z OI'E EU CAMWO REiiL 0(it tn tofal Ri^ht; , ol„ i'i^SL Thfj Left L'j» -Peak-H©t!f-Dat-a- Noith Peak Hour Begins at 04:30 P;« Turnino Movements I oo £,0 z m n o HOl -I ro Left Thru ^ Right __BI 15361 -M] ^i4oi|- I ,13571, LzassI OiJt Iri Total Fl OAMiKipRFAl RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carljlitd Intecsactioft of: N/S Street; El Camino Rjsal EAVStrest: Lovanto Street File; 10nM#l» Data CoUeoted by: Angel, Suitor Page 1 of3 Count Vito: -08/03/11 Day: Wednesday Weatiier: • Sunny Traffic Control: Signalized Soutii ApproachrNBI riottlt Approieh (SB) WestADDfDacli lEB) Eittt Appro nehfWB) 15 min Total End of 13 mill, pti. Left U-Tm Tlii-u Peds Left U-Tm Tlira Rii!ht Peds Left U-Tjn Thm Peds Left U-Tm Thra Rililit Peds Vehicles Peds 6:15 AM 2 1 42 0 0 3 0 41 4 0 0 0 0 0 0 7 0 0 S 0 112 0 6:30 AM 0 0 56 5 1 3 I 68 5 0 1 0 0 0 0 10 0 1 10 0 ISO 1 <:45AM 2 1 71 3 0 2 0 106 6 0 0 D 0 0 0 24 0 1 13 0 229 0 7:00 AM 2 0 84 6 3 12 1 136 9 0 0 D 1 1 0 18 0 0 18 0 288 3 7:15A.M 2 0 IOS 6 0 S 0 142 9 0 4 0 0 2 0 24 0 0 IS 0 323 0 7:30 AAI 0 0 139 3 0 3 0 174 8 0 1 0 0 1 0 23 0 1 23 0 381 0 7:45 A.M 8 1 182 10 2 11 2 224 23 0 4 0 0 1 0 23 0 2 31 0 527 2 8:00 AM 4 0 205 11 1 11 2 310 16 0 2 0 0 2 0 37 0 2 31 0 634 1 8;15AM * . .4.-0 9- 5 0 -33fh" —9 —0— —2— 0 —6— -—1 —0— —30— —0— J —S2 —0— —634— —-5— S:30.AM • 3 0 204 8 1 14 0 341 10 0 4 0 0 2 0 37 0 1 36 0 660 1 8:45 AM • 2 0 219 7 0 IS 0 346 7 0 3 0 1 2 0 40 0 1 30 0 676 0 9:00 AM • 5 0 260 3 2 10 1 313 8 0 9 0 1 0 0 33 0 0 28 0 671 2 Max. 15 mill. 8 1 260 11 5 18 2 346 23 0 9 0 1 2 0 40 0 2 36 0 676 5 Pk. Hr, Vol, 14 0 880 27 8 51 1 1330 34 0 18 0 2 5 0 140 0 3 126 0 2631 8 8:00 AM Peak Interseaioa Traffic in Pit Hr. 2631 Peak Hr. Factor 0.97 9:00 AM Hour Intersection Pdstms in Pk, Hr. 8 3:45 PM 8 0 355 26 0 15 0 269 13 0 13 0 1 2 0 20 0 1 25 0 748 0 4:00 PM 7 0 305 28 0 24 0 269 15 0 2 0 1 5 0 IS 0 2 15 0 S91 0 4:1 SPM 13 0 377 38 0 IS 2 29S 9 0 15 0 2 2 0 25 0 0 21 ! 840 1 4:30 PM 10 0 310 22 0 34 0 332 13 0 7 0 0 3 0 21 0 0 19 0 771 0 4:45 PM 2 0 366 24 0 23 0 296 8 0 2) 0 Q 4 0 21 0 0 24 1 739 1 5:00 PM * 10 0 360 35 2 35 0 351 8 0 6 0 I 3 0 23 0 0 17 0 859 2 5:15 PM * 5 0 368 39 0 38 0 343 12 0 ri 0 0 1 0 17 0 0 24 0 858 0 5:30 PM ' 3 0 356 37 1 41 0 457 3 0 8 2 2 2 0 25 0 0 16 1 952 2 5:45 PM > 2 0 335 36 I 43 0 381 7 0 4 0 1 1 1 22 0 0 28 c 860 2 6:00 P.M 3 1 314 24 2 32 1 337 5 0 3 0 ] 3 0 17 0 0 33 0 774 2 6:15 PM 4 0 309 32 ) 25 0 303 7 1 5 0 1 2 1 22 0 0 22 0 734 3 6:30 PM 1 0 315 24 0 39 0 321 5 1 4 0 0 4 0 21 0 0 25 1 759 2 MftX, 15 mill. 13 1 377 39 2 43 2 457 15 I 2) 2 2 S 1 25 0 2 33 1 952 3 Pk. Hr. Vol, 20 0 1419 147 4 157 0 1532 30 0 29 2 4 7 : 87 0 0 95 1 3529 6 4:45 PM Pcuk Ifltersection Tra'ffic in Pk, tir. 3529 Peak Hr. Factor 0.93 5:4S PM .Hour Intersecti-sii Pdstms in Pk. Hr. = 6 EI Camino Real at Levante Street Lane Configuration for rntersectlen Gspacity Utilization ?k. Hr. Tirne Period; 8:00 AM to 9:00 AM South Apiif (NB) Lane^ Config - uratldtts Inside (left) Outside Free-iflow Left thru Riaht 1 1 North Appr (SB) Lett Thi-u Right West Appr (EB) Left Thm Right Page 2OfS East Appr(TO) Left Thru Right 1, I..ani5 Settings 1 3 Capacity 1800 6000. Are thei<lorth/South phases split (Y/N)? Are the Easb*West phases spljt„(Y/lvI)? Eftrciency Lost Factor 0.10 Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Jactors 0 0 1 3 1800 6000 t 1 1800 2000 1 1 1 1800 2000 1800 14 8,80 27 52-, •1330 34 18 2 5 140 3 126 14 f07 0 52: 13.64 0 18 7 0 140 3 126 0.01 0;15 0:00 0,03 0:2a 0.00 0.01 0,00 Q.OO 0-08 0.00 0.07 0.01 0.23 0,00 O.OS ICU Ratio •= 0.42 LOS= A Turning Movenaents at Intersection of ; EI Camlno Real and Levante Sf refet W e s t A P. P r Time: 8:00AM to 9:00 AiVl Date: 08/03/11 Day: Wednesday Name; Ang,eL SwitpS Totals. 76 Sub- totals 25 Subtotals Total ;NDti:h Approach El CaMno Real 1 1475 1416 2441 1 34 1330. 52 llorth 14 0 2396 1 880 57 $21 1025 126 3, 140 Total Subtotals Sub- totals, 26S ;80 Levante Street Totals 349 E a ,S; I A P P r South Approach Note; Leit-ti:m vpJunies include U-turns. U-turns in bold. El Camino Real at Levante Street Lane Configuration for Intersection Capacity Utili3:atioa Pk. Hr. time Peiiod: 4:45 PM to 5:45 PW South Appr ft^B) Left Thru Right Lane Config- urations Inside (lefl): Outside Free-iflow 1 2 3 4 5 6 1 North Appr (SB) Left ThiTi Right West Appr (EB) Left Thru Right Page3of3 East Appr (WB) Left Thm, RiRht Lane Settings 1 3; 0 Capacity I'SOO 6000 0 Are thel^fbrth/Southphases split;(Y/N)?: N Are the East/West phases split ('Y/Kl)? N .feffiGiency Lost; factor 0.10 Hourly Voluine 20 1419 147 Adjustetj Hourly Vohinje 20 155'6 Q Utilization Factor Q.01 :P6 0.00 Critical Factors 0.26 I 18QQ: 157 157 0.09 0,09 3 6000 1532 1562 0.26 0 0 30 0 0.0(J 1 1 1800 1000 31 31 0.02 0.02 4 11 0,01 7 0 O.OO 1 1 1800 2000 87 87 6-05 0 0 0.00 1 ISOO 95 95 0.05 0,05 ICURatio = 0.52 L(3S> Turning tvlovements at Intei'seCiioh ol': El Camino Real snd Levante Street W e •S f A ,P ,P r Time ::4:4S PM, to ?:45 Piyt ,Date;; 08/03/U Pay: Wednesday Naine ; Angel. S anlos Totals 94 Sub-, totals 52 42 Subtotals Total North,ApproaGh 1625 1719 1532 El Camino Real 3262 6 157 30- 1532 157 North 20 0 3212 1419 1586 1 147 1543 95 0 87 Total Subtotals, Sub- totals 182 308 Ley ante Street Totals, 490 a s t A P P r South -Approatih Note: Left-turn voUttties ihciude U-turns. U-tiims ih bold. Transportation Studies, Inc. 2640,Walnut, Avenue, Ste H Tiietin,CA.,92780 Location: : LA COSTA AVENIIE SfiKinent: : SAXONY RQAD TO EL CAMINO REAL Clieni; : URBAN SYSTEMS Site: Date: GARLSBAD 08/01/12 Eferva • EB •^ WB " CombinEd Day: Wednesduy Begin AM PM AM PM AM PM 12:00 55; 1,51 242 1,099 24 73 280 1.178 79 234 522 2,277 12:15 48: %i 24 290 72 558 12:30 28 290 13 314 40 604 12.:45 30 299 13 294 43 593 ot-oci 20: 7.6 m 1,206: 6 27 232 1.013 26 103 537 2,219 01;;i5 22 277 7 255 29 532 01:30 16 306 9 254 25 5,60 0i:4S 18 318 •5, 27i 23 590 2.3,22 02:00 14 48 309 1,283 i. 29 244 1,039 22 77 553 2.3,22 02:15 1,2 340 8 248 20 M 02:30 7 312 5 272 12 584 02:45 1,3 322 i 275 S3 597 Q3;0Q '8; 3,0 2as, i;335 9 37 260 1.128 17 ,67 546, 2,463 03:15 i44 ;8 290 17 634 03130 .6 ,354 IQ 292 16 646 03:45 7-•351 •10 286 17 637 04;0ii 50 390 1,524 14 101 296 1,279 23 161 686 2,903 04:15 .i 394 29 332 .37 i&\ 04:30 1,5 396 20 332 ,35 728 04:45 •ai 444 38 319 6$ 763 05:00 18 215 393 1<S97 64 378 322 1.3'60 82 393 71,5 05;i5 42. 420 80 372 122 792 05-,30 ,5,€ •§74 no 320 ,166 694, 05:45 99 410. 124 3*5 2i23 756, 06:00 80 356 1.419 163 915 296 1,002 243 1,381 652 2421 66;15 IOO 34^, 20.2 256 302 604 06:30 118: 369 248 234 3166 ,£03 -™.-fi(SWi.-06145 ID'S •346~ 302 07:00 195 991 28S 1,045 323 1.361 200 092 518 2,352 488 1,737 07:15 20,6 273 318 208 52:4 481 07:30 242: 226 362 152 604 3,78 07;4i5 34f 258 358 132 706 390 08:00 274 1,2S8 263 941 339 1,459 136 464 613, 2,747 •399 1.4p5 08:15 31,9 250 37B 122 697 372 b8:30 ,336: 228 366 ,112 702 '340, 08:45 35^ 200 376 94 735 2.283 294 09:00 310 1,106 216 627 294 1,177 118 '359 604 2.283 334 ,986 09,;15 294 i?3. 280 97 574 280 09:30 'i41 TIS 3:Q2 73, •,544 191 09;45 '260 JIO 301 71 561 ISl lt):d0 24i5 1,05$ ni 474 294 1,104 98 .251 539 2,169 '223 725 10:15 274 137 295 58 570 195 1,0:30 •286 120 259 37 545 157 l'0;'fe 26D '92 255 58 '515 150 11:00 356 1,Q2S 101 285 2615 1,072 45 154 522 2,100 147 439 ihis 234 58 2S4 34 48S 92 11:30 i6l 62 286 42 •547 104 11:45 •111. 64 :26S ,32: 543 96 Totiils 6,534 12,935 •7,733 9,919 14,267 22,8.54 St5lif% 45.8 ,56,6 54.2 43,4 Dav-Totiils 1?,4'69 17(652 37,121 Day,5pliis 52,4 •47.6 Pe£ik,'Hour 0S:,i5 04:30 08:00 05100 08:00 0430 yO'luiite L324 1,653 1,459 1,360 2,747 2,998 Fixettir 0.92 0;93 0.96 0.91 0,93 0.95 13120800! Locadoa Segment Client Transportation Studies, Inc. 2640'Walnut Avenue, SteH TustUi, CA, 92780 LA COSTA AVENUE EL CAMINO REAL TO DRIVEWAY URBAN SYSTEMS Site: Date: CARLSBAD 08/01/12 fcterval •EB • WB • Canbineil DiQf; Wednesday Begin AM PM AM PM AM PM 12:00 20 66 132 367 14 36 171 726 34 102 303 1,293 12:15 21 128 12 168 33 296 12:30 18 ISO 5 199 23 359 12:45 7 147 5 188 12 335 01:00 10 33 140 550 4 11 154 637 14 44 294 1.207 01:15 8 114 1 166 9 280 01:30 5 ISO 3 179 8 329 01:45 10 146 3 158 13 304 02:00 4 14 152 619 5 10 154 647 9 24 306 1,266 02:15 4 151 3 156 7 307 02:30 3 171 0 161 3 332 02:45 3 145 2 176 3 321 03:00 4 11 144 688 4 13 168 647 8 26 312 1,335 03:15 2 182 2 ISO 4 332 03:30 2 180 4 170 6 350 03:45, . 3 .W. 5 159 8 341 04:00 3 12 197 836 8 SO 134 671 11 61 33l" 1,507 • 04:15 4 194 10 161 14 335 04:30 1 204 14 208 15 412 04:45 4 241 18 168 22 409 05:00 5 62 214 864 29 199 158 647 34 261 372 1,S!1 05:15 7 228 46 160 53 383 05:30 20 226 52 158 72 384 05:45 30 196 72 171 102 367 06:00 24 131 214 742 74 438 148 542 98 569 362 1,284 06:15 36 188 96 147 132 335 06:30 26 174 137 126 lfi3 300 — '—*4-'3— (l-jf-C -UlJ 1-^1 07:00 49 230 lUU 169 577 160 760 rtrl 106 413 VTS— 209 1,010 "—iQ-i~— 275 990 07:15 61 144 188 109 249 253 07:30 55 120 193 96 248 216 07:45 85 144 219 102 304 246 08:00 67 380 139 481 192 858 82 269 239 1,238 221 750 08:15 101 140 236 65 337 205 08:30 108 106 207 68 315 174 08:45 104 96 223 34 327 150 09:00 119 4nl 108 324 181 718 67 200 300 1,179 173 524 09:15 116 92 158 53 274 145 09:30 130 72 190 42 320 114 09:45 96 52 189 38 285 90 10:00 99 488 62 226 162 669 37 101 261 1,157 99 327 10;15 106 56 172 24 278 80 10:30 155 62 182 14 337 76 10:45 128 46 153 26 281 72 11:00 117 508 34 108 174 677 17 74 291 1,185 51 182 11:15 120 32 154 16 274 48 11:30 141 16 170 24 311 40 11:45 130 26 179 17 309 43 Totals 2,416 6,582 4,441 5,594 6,857 12.176 Split% 35.2 54.1 64.8 45.9 Pay Totals 8,S98 10,035 19,033 Day Splits 47.3 52.7 Peak Hour 10:30 04:45 08:00 12:00 08:15 04:30 VoLime 520 909 858 726 1,279 1,581 pactor 0.84 0.94 0.91 0,9) 0,95 0.96 * Data File: D12O80Q2 Transportation Studies, Inc. 2640 Walnut Avenue, Ste H Tustin, CA. 92780 Localion : LA COSTA AVENUE Seoment : DRIVEWAY TO VIEJO CASTILLA WAY Client : URBAN SYSTEMS Site: Date: CARLSBAD 08/01/12 Interval •EB -WB Combined Day: Wednesday AM PM AM PM AM PM 12:00 22 69 106 556 8 34 187 722 30 103 293 1.278 12:15 20 146 14 185 34 331 12:30 18 156 10 211 28 367 12:45 9 148 2 139 11 287 01:00 10 28 133 540 8 8 137 343 18 36 270 1,083 01:15 9 129 0 IIS 9 247 01:30 3 130 0 148 3 278 01:45 6 148 D 140 6 288 02:00 8 17 133 598 2 10 131 525 10 27 264 1,123 02:15 3 151 4 111 7 262 02:30 3 172 0 145 3 317 02:45 3 142 4 138 7 280 03:00 4 12 142 684 4 20 182 594 8 32 324 1,278 03:15 3 174 2 136 S 290 03:30 3 176 4 170 7 346 03:45 2.. 192 , , 10 m ; n 318 04:00 S 14 199 S56 5 47 117 500 10 61 316 1,356 04:15 3 200 10 101 13 301 04:30 1 215 8 133 9 370 04:45 5 242 24 127 29 369 05:00 1 32 224 935 22 218 105 523 23 250 329 1,458 05:15 5 240 52 156 37 396 05:30 8 233 66 125 74 360 05:43 18 236 78 137 96 373 06:00 19 120 230 774 36 363 112 473 75 483 342 1,247 06:15 26 184 104 122 130 306 06:30 33 182 102 122 135 304 ut):43 42 ns 101 ••••I'17 M9— 295— — 07:00 51 232 182 636 123 726 127 476 174 958 309 1,112 07:15 47 150 155 125 202 275 07:30 52 138 217 117 269 255 07:45 82 166 231 107 313 273 08:00 62 336 158 526 192 804 95 343 254 1,140 253 869 08:15 87 138 204 129 291 267 08:30 94 lis 181 38 275 176 08:45 93 112 227 6J 320 173 09:00 84 386 122 363 181 688 75 264 265 1,074 197 627 09:15 113 96 172 55 285 151 09:30 99 75 167 66 256 141 09:45 90 70 168 68 258 138 10:00 82 430 59 234 127 609 34 123 209 1,039 93 357 10:15 106 71 165 28 271 99 10:30 144 60 166 26 310 86 10:45 98 44 151 35 249 79 11:00 98 500 4-1 120 141 632 25 87 239 1,132 66 207 11:15 126 25 150 20 276 45 11:30 126 25 ' 160 34 286 59 11:45 150 29 181 8 331 37 Totals 2,175 6,822 4,139 5,173 6.335 11,995 Split% 34.3 56.9 65.7 43.1 Day Totals 8,998 9,332 18,330 Day SpIiB 49.1 50.9 Peak Hour 11:00 04:45 07:30 12:00 08:15 05:15 Volume 500 941 844 722 1,151 1,471 Factor 0.83 0.97 0.91 0.86 0,90 0.93 * Dntal-ile: Dl208003 TranSpof tation Studies, Inc. 2640 Walnut Avenue, Ste H TiSstin,GA. 9,2780 Location; : ELCAMINOREAL Sefi^uenl: : COSTA DEL MAR TO LA CDSTA Client: : URBAK SYSTEMS .Site: Date: CARLSBAD 0,,$/0l/12 Inten'al •NB SB Cprabined Begin AM PM AM PM AM PM 12:00 43 136 369 1,582 25 86 451 1,689 59 222 820 3j271 12:13 40 386 23 442 53 328 12:30 26 395 21 408 47 803 12:45 27 432 16 388 43 820 01:00 18 52 461 1.795 8: 29, :3Sl2 1.522 26 81 853 3,317 01:15 11 408 s. 360 19 '768 01:30 14 495 9 380; 23 876 0I;45 9 430 4 ,390 13 S'20 ,3;,29p MM 10 41 438 1,747 6' 40 •357 1,543 16 81 793 ,3;,29p 02:15 10 4l3 7 375 17 789 02:30 3 470 16 38? 15 8S2 02:45 15 ,425 17 428 33 854 03:00 ,12, 3,5 439 1.911 il 44 400 1,765 23 80 85.9 3,676 03:13 10 3,5 464 :3: 4# 13 904 6,§:30 4 500 10 458, 14 m 03:45 ,16 4S5 20: 467 •30 95.1 04:00 11 82 522 2,178 16 112 '458; 1,932 .27 194 930 4,110 ;04:15 6 518 18 486 24 1,004 ^04:30 16 554 34 •45?: 50 1,032 04:45 49 574 44 5W 93 1.094 :OS;oe 28; 22? 5,04 ?.,092 55 348 514 2,152 83 577 1,018; 4,244 05:15 •48 22? •51S-Id: 5M, 118 1,228 05:30 70 462 m 558 171 .1,020 05:45 S3 m. 122 470 205 978 ,,Q6.:00 102; 5:85 489 i,tl2 163 969 470 1,610 267 1,554 959 3,422 05:15 119 435 206 3,63 325 804 05:30 164 437 285 395 45b 833 "~D6>4r' ~ •" '700"' ?SCr~ •• •- 3i'2r-STo" 512 OLU 07:00 251 1,385 425 1,475 295 1,599 278 976 547 2,984 704 2,45! 0745 286 356' 367 277 553 533 ;67:30 372, 35b 45,0, 220 822 580 07:45 476 ,333 .m ibl 962 534 08:00 398 1.882 343 1.142 504 1,972 206 719 3,854 551 1,S61 bi;:15 494 292 488 179 982 ,471 08:30 492, 290 472 170 964 460 08:45 49,8 '215, 308 154 i,bos 379 09:06 47(5 1,76,8 252 804 420 1.6,2§ 139 441 895 3,396 391 1..245 0,9:1,5 43,5 214 804 42? 104 855 318 09:30 •43 5 • 165 39-7 9b 832 255 09:45 421 173 3?2 108 803 281 10:00 ::394; 1,564 184 ,,••537 338 1,4'64 lia 338 752 3,028 305 '875 ,10:13 394: 134 372 ;8o 755 214 Vb:3o 422 122 368 64 790 186 10:45 354 97 355 72 720 169 11:0'0 384 1-465 :94 263 3SG 1.606 54 171 770 3',D7l 148 434 11:15 365 55 40,6 43 712 98 11!30 377-66 448 40 ?'17 105 11:45 398: 48 374 ,'34 7>2 82 Totiils 9.225 17,33'8 9,897 14.858 19,122 3,3,196: Splil9!! 4S,.2 ,33.9 51,8 46:1 DSy Tat'ils 26,,.553 24,755 51.318: Day S.ptit.'i, Sl.S 48,2 PealcHdUr 08:15 04:30 ,0§:00 04:45 08:00 ,04:30 •Voiunic 1.9,60 2,250 1^*72 2,202 '3,854-4,372 Factor (),9.8 0;9i 0,97 0.90 0.96 0.S9 Day; Wednesday Diitss Fii; DI20,S004 Transportation Studies, Inc. 2540 'W.alnut Avenue, Ste H TusUn,CA:927S0 Location: : ELCAMINQREAL Sejement : LA GGSTA TO TOWNE CENTER aient: : URBAH :SYSTEMS Site; Date; CARLSBAD OS/Ol/12 Interval • SB • Ccmbined Day: Wednesday AM PM AM PM AM PM 12:00 16, 56 ill 1,220: 22 59 288 1,167 38 115 599 2387 12:15 17 •277 16, 31,5: 33 592 12:30 10 :312 .11 253, 22 .567 12;4'5 l3 3,20 9 309 •22 629 01:00 8 24 •290 1,234 ll 2S 532 1,179 19 52 572 2,413 bl;15 4 330 7 283 11 613 01:30 6 M 6 318 12 638 01:45 6 394 4 296 lb 390 o^po 6 16 304 1,21b 6 28 252 1,173 12 44 S66 .2,383 b2!l5 3, ;i96 4 297 •7 593 02:30 2 314 5 270 8 584 02:45 ^ 296 12 344 17 640 D3:t)0 '5 23 333 1,3:31 7 28 262 1,189 12 51 595, 2,520 03:IS 6 •318 •,2 317 8 635 03:30 8. 320 7 317 15 ^7 OMS 4 12 2'93 16 653 04:00 5 46: 332 1.476 3 46 278 1.272 8 92 630 2,748 oms 6 379 5 3,42 12 721 04:30 IS 368-16 306 31 674 04:43 20 397 21 .345 41 743 OftOQ 19: 110 370 ^402 14 145 312 1,386 33 235 6,82 !2i7S5 05:13 18 402: 22 402 40 804. 05:30 3:3 324; •33 338 65 662 Q3;4"5 40 306 76 334 ,116 640 05:06 56 '3b2' M 1.062 Ss 446 296 1,058 114 748 503. 2;120 06;i5 57 236 ,86 23s 143 494 06:30 95 244 •126 256 221 500 06:45 94 235, 176 26S~ -?'70~ 523— 07:00 124 689 248 885 150 1,004 198 697 274 L693 446 1.582 07:15 150 210 227 181 377 391 07:30 212, 212 287 170 499 382 07:45;, 203 215 34b 14S 543 363 0.8:00 201 911 206 586 370 1,393 156 364 .571 ,2304 362 1,250 08:15 ,2,12 172 314 148 526 32b 08:30 242 i,6Q 336 J2:i 578 2S1 08:45 256 148 373 13,9 :629 237 O9.;0Q 232 927 131, 477 299 1,14? 95 :298 331 2,076 245 775:. 09:15 210 134 310 72 .52(3 206; :0,'9':313 ,238 72 268 5-4 504 125' 6'9;,45 ?49 120 272 77 521 197 10:00 209 955 lib 254 353 1,058 60 ISQ; 462 Z,QI3 170 444 10: IS-248 68 276 42, ;524 no il 0:|O 256 47 24,1 36 304 83 10:45 242 39 281 43 523 Sl 11:00 251 1,051 47 118 298 1,187 34 116 5^9. 2,238 81 ,234 11:15 25S 26 ,274 20 532 46 11:30 274 28 29b 4.0 554 58 li:45 268 17 325 22 ,593 39 Totals 5,110 11,365 6,571 10,279 11,681 21,644 Sptitf 43.7 5;2,5 56.3 47.5 Djiv Totals; Bay SRj,i,t5 i6,47S 49.4 15,850 50:6 33,,,325 Peak Haur Voiume Factor 1,1:00 1,031 :0:96 04:30 1,537 0.96 O8;0fi 1,393 0.93 04:43 1,398 0:87 DB:O0 2,304 0:93 04:30 2,903 0.90 Data File : Dt20800.'i Transportation Studies, Inc. 2640 W,4lnut Avenue, Ste H Tustin, GA, .92780 Lopatitm; : ELCAMINOREAL Segment: : LA C6STA TOWNE GNTR TO LEVANTE Client: : CMBAN SYSTEMS Site; Dale: CARLSgAD 08/Oi/l? Interv,t|l •NB SB • Combinea Day: Wednesik-y Beftln AM PM m PM AM P{4 12:00 17 58 '288 1,189 20 37 305 1,211 37 115 593 2,400 12:15 14 :296 13 342 27 638 I2;30 >? 307 15 264 29 571 12:45 14, ,.2?"S 8 3,00 22 598 OUOO 8 27 in 1,240 12 34 298 1,220 20, 61 570 2,460 01:15 7 335 10 296 17 631 01:30 4 •335 4 3'2b 8 555 01:45 8 .298 8 306 15 604 02:00 6 15 28:6 1,224 1 25 264 1-,I77 7 40 550 2,461 02;1S 4 3'06 6 3O4 10 610 02:30 328 8 266 1,0 59,4 Q2:4S i 3,04 10 343 13 647 b3:0O s 23: ',3lT 1,320 5 25 260 14 48 577 2,503 03rl5 5 334 S 334 10 668 {i3;3b 4 297 5 314 9 611 03ii^ 6-372 9 273 ,15 647 04:00 5 43 .328 1.456 5 47 317 1,291 11 90 64,5 2,747 Wi 5, '350 5 312 11 662 04:30 li. :3§6, 15 336 28 722 04:45 20 392 20 325 4b 718 6?:,0Q !9 ,107 354 1,421 12 150 323 1,419 31 237 677 2,840 05:15 IT 4i7 24 395 41 813 03:30 32 •297 •25 330 33 627 05:45 '39 3:53 68 370 107 723 b5:'£K3 ii ;i92 ;27i LP65 32 402 292 1,091 104 694 364 2,159 06:15 54 •292 78 268 1,091 i3: 56 b p,S,:30 75 252 122 247 198 499 06:45 rnr " :252 150" 284-~ 260' 07:00 122 674 260 898 168 993 226 747 290 1,667 ,486 1,645 07:15 142 222, 212 202 354 424 07:30 i9i 202 252 l5l 444 353 07:45 218 214 361 168 579 382 osioo 194 914 207 595 302 1,568 147 562 496 2.282 354 L257 b&is sii 180 363 155 597 336 08:30 237 172 317 127 554 i99 0^45 251 1.36 3S4 132 635 m 09:00 ili 926 142 1,398 105 305 567 2,124, 247 •795 09:15 232 133 291) •77 522 4lO 09;?0 226' 101 289 58 515 159 09:45 ,23,6 114 2,84 65 520 179 10:00 215 966 IOS 277 244 1,060 •68 195 460 2.026 176 473 10:15 245 72 281 52 ,527 1,24' ,10:30 :26b 58 257 41 517' 99 10:45 244-39 273 •35: 322 74 1,1:00 234 1,03^ 45 120 285 1:175 42 125 •519 4,213 as-243 il;i5 235 21" 2'94 ;22 530 43 11:30 276: 33 270 35 545 70 11:45 292 , 18 325 ,25 4l3 ••14 Tptal? 5,083 i:),,398, 6.514: 1:0.527 n,.397 21,925 Split?! 43-S ,52.0 ;.^S.2 48,0 Day Tptals 'l6,48'i 17.041 33;522 Day Splits 49,2 50.8 PcEil! Hciut ll;b()' 04:30 b8.;;l5. 05:00: 08:15 04:30 Vol ume 1,03§: 1,,549 1.401 1419. ,2,353 2,930 Faetor 0,89 0;93 o.9i 0,90 0.9.3 0.90 "Data File D1208006 Transportation Studies, Inc. 2640 WalnutAvenue, Ste K Tlistin, CA. 92780 l,ocatiop : LEVANTESTREET Sejtmtnt ; &0 EL CAMINP REAL Ctietit : URBANSYSTEMS Site: Date: CARLSBAD 08/01/12 IntervHl, EB - 'WB Combined Begin AM PM AM PM AM PM 12:00 5 17 28 137 1 7 45 147 7 24 73 284 12; IS 5 30 3 33 8 53 12:30 2 41 1 29 3 70 12:45 4 38 •40 6 78 0};00 6 11 37 145 5 9 is 147 11 '2,0 65 293 01 ill 1 44^ 1 35 2 79 01:30 2, 3,9 2 34 4 73 01:45 2 26 i 5b 3 76 teoii 0. 2 44 159 0 1 32 154 ,0 3 75 313 &2;15 1 0 40 1 87 02:30 1 26 b 35 1 64 £)fc45 0 42 1 44 1 86 0350d i: 3 43 ibi a 7 41 157 '5 10 89 350 03:15 0 61 2 41 3 102 bliti '1 46 0 36 1 32 •03:45 b: 43 2 39, -1 87 O4:,0O 1 2 60 m 2 12 40 165 3 14 100 387 .0 46 1 44 i 91) 04:30 0 61, •5 41 3 102 04:45 1 3-4 4 41 5 95 65;jfc 2, 4 54 278 •5 ,54 39 177 7 58 93 45,5 05: is 1 64 10 37 11 101 05:30 0 82 23 •49 u 131 05:45 1 7$ 16 52 f7 ,13b 06:00 3 17 54 212 20 94 SO 128 23 111 84 340 06:15 •J 52 20: 30 ,22, 82 Q6:3iD 2 52 30 30 32 8i tJ5:45" 10 54: —— -38 ••^A~-—52— 07:00 7 37 48 185 Al 233 25; lOi 54 270 74 286 07:l'5 11 48 58 27 69 75: 07:30 9 47 54 24 73 71 07:45 10 42 64 '24 74 65 osibb 24 90 42 158 55 253 17 72 80 343 59 240 08:35 20 41 59 20 89; 61 08:30, 24 34 60 24 ,84 58: 08:45 22 51 68 11 9b 62 09:60 32. 1&7 4i 112 53 221 17 47 85 328' 58, 159 09:15 21 25 50 14 71 4? 09:50 30 21 63 7 93 28 09:45 i4 24 55 9 79 33 10:00 28 115 22 ;5'2 •30 183 7 31 7S-29S 29 S3 16;15 2S 15 ,45: ,8 74 23 10:30 28 jb 47 7 73 17 10:43 -31 5 40, 9 71 14 ;itoo •S3 142 15 45 42 165 7 15 77 307 22 6 b Ihis '32 7 45 3 77 lb 11:30 36 11 4,0 1 76 IS- 11:45 39 12-, 3S, 4 , 77 IS •mm 547 1,.91'8 1,239 1.342, 1,786 3.260 Splint 30.5 ,58.8 69.4 41..2': Dav total i; 2.463 •2,581 5,046 Diiy Splits •48.9 51,1 PeakHEiur li:ob 05:00 Q7:3D: 05:00 oan.s 05:00 Vohinib 142 il8 :253 177 348 455 F'adtor 0:91 0,8,5 0.92 0.85 0.97 0.87 Day; Wednesdav Daiii Fiie : D120S0067 Tratispartation Studies, Inc. 2640 Walnut Avenue, S^uite H Tustin, CA, 92780 City: CARLSBAD N-S Direction: EL GAMINO REAL E-W DirectiOrt: SHOPPING GENTER DRIVEWAY RieName ; H1208006 Site Code ;Q0003873 Start Date : 8/8/2Q12 Page No : 1 Pro UPS Printed- Turnl no Movements ELOAMINOREAL Southbound DRIVEWAY Westbound ELCAMINOREAL Nbrthbound DEAD END Eastbound Start Time Rtohtl Thml L?ft Riaht i Thrul Left RiQhtT Thru! Left Rloht 1 Thru 1 Left' Int. Total 07:00 AM 0 159 0 0 D 0 3 118 0 0 0 0 280 07:15 AM 0 196 0 0 0 0 1 146 0 0 0 0 343 07:30 AM 0 :263 0 d 0 0 1 177 0 0 0 0 441 07:45 AM 0 410 0 1 0 0 1 240 0 0 0 0 652 Total 0 1028: 0 1 0 0 6 681 0 0 0 0 I7,ie Q8:bOAM 0 327 D 3 0 0 2 194 0 0 0 0 526 08:15 AM 0 372 0 1 0 0 10 221, 0 0 0 0' 604 .08:30 AM 0 350 0; 5 6 0 3 22g 6 0 0 0 584 QMS AM 0 , m b . .6 0 0 3 298, 6 0 0 0 736 Total 0 1478 0 15 0 0 18 939 0 0 0 0 2450 • BREAK" 0.4:00 PM 0 :3& 0 7 0 0 3 376 0 0 b 0 748 04:15 RM a 346, b ^3 0 b 3 369 0 0 0 0 731. 04:30 PM: 0 402 0: ,9 b b ,2 ^73 0 0 0 Q 786 64:45 PM 0 389 0 8 0 0 7 367 b b 0 0 7:71 Total, 0, 1499 0 37 0 0 15 1485 0 0 0 0 3036 05:00, PM, 0 375 0 7 0 0 5 373 0 0 0 0 760 ,05:15 PM 0 498 0 10 b 0 2 385 0 0 0 0 895 05:30 PM^ 0 457 0 13 0 0 4 402 0 0 0 0 876 05:45 PM 0 400 0 8 0 0 4 373 0 0 0 0 785 Totali - T73;a u 38 0-— - -0-—1-533 : g: 0— —0— ,.Q. 33ie- Grand Total 0 5735 0 ,01 0 0 54 4638 0 0 0 0 10518 Apprch % 0 100 0 100 0 0 1.2 98.8 0 0 0 0 Total %^ 0 •54.5 b 0.9 :Q 0 0,5 441 0 0 0 0 TiOTspoitafion Studies, Inc. 2640 Walnut Avenne, Siiite H Tustm,!:A.927S0 City: CARLSBAD N-S Direction: EL CAMINO REAL E-W Direction: SHOPPING CENTER DRIVEWAY Kile Name : H1208006 Site Code : 00003873 Start Date : 8/8/2012 Page No : 2 EL CAMINO REAL DRIVEWAY ELCAMINOREAL DEADEND .Southbound Westbound Northbound Eastbound Start Time Rldhtl Thru 1 Left! App.,T4(at Right 1 Thru 1 LSfil AOP. Toljl Riflht1 Thrul Left 1 App. Total Rlqht 1 Thrul LeH App. Total , Int. Total Peak Hdur Ana:iysi3' From 07:00 AM to 08:45 AWi: Peakl of 1 Peak Hourfor E ntfre Iriferseotibri Bsgirisaf 08:00 AM 08:00 AM D 327 d 327 3 0 0 3 2 194 0 196 0 0 0 0 526 O&ISAM Q 372 0 372 1 0 0 1 io 221 0 231 0 0 0 0 604 08:30 AM 0 -SSO 0 3,5b ;5 0 0 5 3 •226 b 229 0 0 0 0 584 08:45 AM 0 429 0 429 ;6 0 0 6 3 2&k b 301 0 0 b 0 736 Total VbMrp'o-0 1478 Q 1478 15 0 0 16 18 939 0 957 0 ,0 0 0 2450 % App. Total 0 • 100 0 100 0 0 1.9 98.1, 0 0 0 b PHF-.000 ;861 .000 .861, .625 .000 .000 .625 .450 ,788 .000 .795 .000 .000 ,000 .000 .832 Peak Hour Data g;ja HI £ Q 1_ 'North Peak HtiurBsglnsal 08:00, Af^ Turnfna;MQvemants i ^-1 1 Left Thai Right rrw Lmsl L_2£zi HMD Oiit In -Tdtst Fl,-nAM!NQ'RF:i«il, Traiisixirtation Studies, Icc, 2640 Walnut Aviiiiie. Suite H Tusaii,CA. ,92780 Gity; CARLSBAD N-S Direction: EL GAMINO REAL E-W DIrectidn: SHOPPING CENTER DRIVEWAY FUeName :H1208006 Site Code : 00003873 Start Date : 8/8/2012 Page No : 3 ELCAMINOREAL DRIVEWAY EL CAMINO REAL DEAD END Southbound Westbound Northbound Eastbound StartTlme Rldhtl Thml LeftI App. Total Riqhtl Thru] Left Apij. Total Rlqht,! Tliru 1 Left; ji^PR. Total Rlnht 1 Thnil Left ! App. Tolal Irtt. Total Peak Hour /\nalysls Froni 04:00 PM fo 05:46 PM •Peak lofl Peak HoLif for E ritire Ihterseotloh Begin3;at ,05:00 PM OBibb PM 0 375 0 -375 7 0 0 7 s 373 0 37'8 0 0 b b 760 06:15 PM b 4sa b 493 Id 0 0 10 2 385 0 387 0 0 0-:0 895 05:30 PM 0 457 0 457 13 Q 0 13 4 402 0 406 0 0 0 0 876 05:45 PM b ,400 0 40b 8 0 0 g 4 m 0 377 0 0 0 0 785 Total Volumd 0 1730 0 1730 ,38 0 0 38 15 1633 0 1548 0 0 0 0 3316 %AbD,total 0 100 0 100 0 0 1 99 b 0 0 0 :PHF .000 .868 ,000 .868--731 ,000 .000 ;731 .750 .953 .000 .953 ,000 .000 .000 .000 .926 ELCAMINOREAL ,..",in, ,. , , Trtgt, I -17-301 I' -33011 1 01 17361 n! RJjht T|tu L|ft, Q z m c o " :< .... m 3 2^ a: -r North Peak Hour Begins at C&OO PNjl -luiri!ngJ(l£affl.t!: a = 1 Laft Thru Riatit aLj;S33l llll L tmu rasi Oiit In Total Pi r:A'Mli-jril;!Fal HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road - Existing AIVI 5/15/2013 > r •4— ^ :';fl3f|:-:. :;:-:;:• Lane Configurations tt r Voiurne (vph)' 1219 102 117 1326 30 63 Ideal Flow (vphplj 1900 1900 1900 1900 1900 1900 Total ios? t'iTie.(s} 40 40 40 40 40 Lane Util. Factor 095 1.00 0 95 1.00 1,00 Fri - , 0,99 , ^^•'•^•r:'r 1 00.' Too 1.00 ' 0 85 Fit Protected 1.00 0.95 1,00 0 95 1,00 Satd. Flow (prof) 3498 1770' 3539 . 1770 1583 ... Fltfermitted 1,00 0.95 ' 1.00 0.95 1 CO Said. FidwXperm) '-'1 '' 3498 ' 1770 -'3539 1770 '1583 " Peak-hour factor, PHF 0,90^ 0.90 0.90 0,90 0.90 0,90 Adj..FlowiypHl., ^ ?^ .-• 130 1473 33 Biiiiiliiiili RTOR Reduction (vph) 6 •"o 0 0 0 64 ta^e,X37o!jp1^(^^h) ' 130 • '1'373' 33 - 6 f'" ^ Turn Typ Prot custom •protectedPliases. . 2 1, 6 • 3 l2|l||i||s||-||i|S:|f Permitted Phases 8 Abfijgt^il^reen^ls),.. ,^, 404 7.9.: 61 6.1-" Effective Green, g (s) Actuated g/C Ratio 40.4 7.9 52,3 6.1 6.1 Effective Green, g (s) Actuated g/C Ratio 0 61 pi^^^:::|C:ijr:;«i 012 0 79 0 09 0'09 Clearance Time (s) 4.0 4.0 4,0 4,0 4,0 Vefircle Extension (s) M~ "'3.0'^ 30 30 ' 3.0 Lane Grp Cap (vph) 2128 211 2787 163 145 v/s Ratio Prot c0 42 0 07 c042 ctfb2 v/s Ratio Perm 0.00 v/c Ratio 0 69 0 62 0 53 0.20 '0 04 •T^* :';'••:':.V.V l-'y'}.' '•(•ft:'^:^'^}/^ '' Uniform Delay, d1 8,7 27 8 ^2,6 27 9 27 5 Progression Facto-100 100 100 . 1,00 , '100 ^ V Incremental Delay, d2 0.9 53 a2 06 0,1 Delay (s) 97 :^f1'^:f^'ii;^s-; , "33.1-"^ 27 28 5 • 27,6 Level of Service A C A C C Aoproach Delay (sj 97 ^:;^^'?v:;l:ii^i^li%x^ 52 27 9 SlUiSHiiRi Approach LOS A' A C HCM Average Control Delay HCM Volume to Capaaty ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (mm) p/'Critical Lafio Group > 8.0 . Ql62^ 66.4 56.8%- 15 HCM Level of Service Sum of lost time (s) IcQievel of Service 12.0 Baseline Synchro 7 -Report Page 1 HCIVI Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Existing AM 5/15/2013 < t A V i It^ ; J ii;A^l-.-ii:;ji^.: • ••'i Lane Configurations V\ f ttf* i| ft Volume (vph) a;i|g;-||W-, 20 1753 129 59 1926 Ideal Flow (vphpl) 1900 '1900 19001900 1900 ' '1900 ' ' ilKsllBiiSllliS 40 4.0 4 0 4.0 4 0 Lane Util. Factor 0.97 1,00'' 0,91 100 0.95 Ft \ V' • i,-06 • 0,85 ' 0 99 ' liiiiPSiiBiii '",^_;, Fit Protected ^0,95 • Too"too 0.95 1.00 Satd?FroW.(prpt). ' - ~ 3433 1770 3539 • ISSBlilis? •': .':\i-:'-,= :, Fit Permitted "0,95 1,00 '1.00 0 95 i 60 $atd Flw (perm) - ' 3433 1585 5033 ' ' 1776^ 353§ Peak-hour factor, PHF 0.90 0,90 0,90 0.90 0.90 0.90 Adj Flow (vph) mmm ^''2V'"1948 t43^'/\6rv 2140,:: I 1 ^. I. "1. 1 RTOR Reduction (vphj^ EaH'GrliipfiBw(vph)} .. 0 20 5 0 0 0 RTOR Reduction (vphj^ EaH'GrliipfiBw(vph)} .. '2 2087" 0 ' 66"' 2140 Turn Type custom Prot ProlGtecT Pb^es:-"' '\ ^ Permitted Phases 6 Actuated Green, G is) 103 jM; 108.5 9 2 1217 Effective Green, g (s]| Actuated g,C Ratio 10.3 lO.'s 108.5 92 1217 Effective Green, g (s]| Actuated g,C Ratio 007.; '0 07 ^' 0 78 ""• "'0 07^^ 0'87 Clearance Time (s) 4,0 ' 4T' 4.0 4.0 "4 0 VehTcfe Extension'(s) 3 0' -30 30 3.0 '*3 0^ Lane Grp Cap (vph) 253 116 3901 116 3076 v/s Ratio Prot . , cO.QI 0 41 0 04 ' cO 60 ' v/s Ratio Perm 0,00 V/c'F^.atiQ^V^ ^o.ig"'^' iiiliil3:iB|:f 0 57 0.70 ' Uniform Delay, dl 60'.9 ' ' 60T''eT 63,5 3,0 Progression Factor -=•-foo 100 'I90 ,^ \I,OO\V;I1QO: ' • lliiiiliiiii incremental Delay, d2 04 JO 04 63 13 Delayjsj' 61,3:"' 60 2 6 5 69 7 -4 4 X Level of Service E E A E A Apptp&ch De[ayj|s)'< 61,0 \ 7 6;5 . 6,-3 ^ lifillliiSili Approach LOS E A A fntl^lSI^Wd!^ HCM Average Control Delay HCiyTVplume to Capacity ratio Actuated Cycle Length (s) lnte;[section Caqapty Utilization,:' Analysis Penod (mm) c^ fcnfical tane Group 7.3 "uao" 63^2% •'"It HCM Level of Service Sum Of lost time (s) ICU^Leyel of Service ; 3.0 'B^: Baseline Synchro 7 -Report Page 2 ^3 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. l^lr. Time Period 8:00 AM to 9:00 Atvl South Appr(>iB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Tliru Right West Appr (EB) Left Thru Rieht Page 2 of3 East Appr (WB) Left Thru Rieht Lane Settings 2 3 Capacity 3600 6000 Are the Nonh/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume Adjusted Hourly Volume Utilization Factor Crhical Factors 0 0 N N 2 3 12 2 1 1 2 1 3600 6000 1800 3600 4000 1800 1800 4000 1800 220 719 21 119 1032 724 763 269 299 118 532 208 220 740 0 119 1032 507 763 269 299 118 532 208 0.06 0.12 0.00 0.03 0.17 0,28 0.21 0.07 0.17 0.07 0.13 0.12 0.06 0.28 0.21 0.13 ICURatio = 0.78 LOS^ Turning Movements at Intersection of; El Catnino Real and La Costa Avenue W e s t A P P r Time: 8:00 AM to 9:00 AM Date : 08/03/11 Day : Wednesday Name : Oscar, Roxanne, Rhea North Approach Totals 2807 Sub- totals 1476 J331 763 269 299 Subtotals Total 1875 724 1032 1451 North 220 719 2 960 2411 3563 0 119 El Camino Real 1688 — 208 532 118 Total Subtotals Sub- totals 858 21 409 La Costa Avenue Totals 1267 s 1 A P P r South Approach Note : Left-turn volumes incliitlc U-Uinis. U-turns in bold. 30% RTOR reduction used for SBRI s HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Sliopping Center Drwy. Existing AM 5/15/2013 Lane Ckinfiguratons tT* \ tli HH *5 HB Hi Volume (vph) '39 290 70 28 719 82 24 5 10 45 10 124 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost timpfs] . 40 40 4.0 40 40 40 4.0 Lane Util. Factor 1,00 0,95 1,00 0,95 1 00 100 100 W" I 1,00 0.97 1.00 0,98 0 97 100 0.86 Fit Protected 0,95 1.00 0 95 1.00 0.97 0,95 1.00 Satd Flow (prot) 1770 3436 '1770' 3485 * < 1746. 1770 1604 Fit Permitted 0.95 1.00 0 95 1.00 0.97 0 95 100 Satd^Flowlplirnr *. 1770 - 3436 1770 3485 ' ^746 • ' 1770 1604 Peak-hour factor, PHF 0,90 0,90 0.90 0,90 0,90 0.90 0,90 0,90 0.90 0,90 0.90 0.90 AdJ-Flpw'(vph): 43 322 ' 78 ' ,S'1 , 799 '"9r> • 27 .11 50 -138 RTOR Reduction (vph) LaneCaroup Flow (vph) ? . .? 2() 0 0 9 0 0 10 0 0 121 0 RTOR Reduction (vph) LaneCaroup Flow (vph) ? 43 380 0 ' 3r '881 0 34 0 50"" 28 ' b Turn Type Prot 7 • " 4 Prot 3 8 split 2 Split 6 6 Permitted Phases Aaualed:^rien-G(s) 38 345 25 33 2 ills 8.3 8.7 Effective Green, g (s) 3,8 34 5 2,5 33,2 8,3 ' 8.7 8.7 Actuated g/C Ratio 0 05 049 o:o4' 047 012 012' o:i2 Clearance Time (s) 4.0 4,0 4.0 4.0 ^0 40 4.6 Vehicle tension (s) ^ - • 30 30 30 30 30 30^ -Jo Lane Grp Cap (vph) 96 1693 63 1653 207 220 199 y/s Ratio Prot '' , c0 02 011 0 02 c0,25 c0 02 cO.03 0 02 v/s Ratio Perm y/cRatioI". ^ 045 ' 0 22 "0 49 0.53 017 0.23 014 Uniforrn Delay, d1 32.1 10,1 33.1 12*9 27.7 27.6 27.3 Progresslgn l:acfo; ^ -"l.k , 0.40 1 00 1.00 '1.00 - IOO • 1.00 Incremental Delay, d2 Delay (s) 32 0.3 5.9 1.2 0.4 0.5 0.3 Incremental Delay, d2 Delay (s) 514 ' 4'4. 39,1; 14.2 V .•28.1.-•Ilii 28.1 27.6 Level of Service D A D B C C C Approac^pelay'{s) 89 15.0 ' 281 27.8 Approach LOS A 'B C C HCM Average Control Delay HCM Voltime tfCapacity ratio Actuated Cycle Length (s) Ijitersiction Capacfty Utilization Analysis Period (min) c Critical Carte Group 15.3 0 42 70.6 50.7% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service B 160 A Baseline Synchro 7 • Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Existing AM 5/15/2013 Lane Configurations ttt Volume (vph) 20 2 910 17 3 1409 Ideal Flow (vphpl) 1900 1900^ 1900 1900 1900 1900 Total Lost fime (s) ^ 4.0 --.•4,0 - . 40 iiil:|i!iiPiilSPiilK^^^ Lane Util. Factor 0.97 "oil* 1.00 6.91"* fli ^' 0.99 1.00 100. 1.00, Fit Protected 0 90 i3o 0,95 1.00 Satd Flow (prot) 3412 5071 1770 5085 Fit Permitted _ 0.96 1.00 ' 0,95 1.00 Safd" 'Pjowtpemi) 34i2 5071 1770 5085 Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0,90 0.90 ^dj. FJow^(vphj-„ _ 22 ; 2' 1011 RTOR Reduction (vph) Latie.Oroup Ftow'(vph) ' 2 " 0 1 0 0 0 RTOR Reduction (vph) Latie.Oroup Ftow'(vph) ' 22 ' 0" IffiSill ''0 • 3'" "1566 Turn Type Prot Profected Phases 8 7. iSSiSss8sxi:3;j:i:ii::;s^ Permitted Phases /^ctuaEji'^re§l]T^3|3)''^ -. 4:2" 122 5 1 3 127,8.*' ^ ' Effective Green, g (s) 42 122.5 1,3 127.8 Actuated g/C Ratio 0 03 0 88 ^ ."^-"0.01 Clearance Time (s) Vehicle Extension (S) 40 4.0 40 40 Clearance Time (s) Vehicle Extension (S) .-•3,0 3.0 30 3.0 - ^" ^ " ' . Lane Grp Cap (vph) 102 4437 16 4642 v/s Ralio.Prot cOOl 0.20 . ' 0.00 lIHiiHlliiiiiiiilBii^^ v/s Ratio Perm v/c Ratio^ P22 " 0 23 0.19 liipiPiiiiifiifiiliW Uniform Delay, di 66,3 'i.r 68 8 6,8 Progression Factor I 100;/ ?;i-::;;:B:^¥::-.1,95 136 Incremental Delay, d2 Delay (s) ""Y1 0.1 4,2 Ti"^"""""""'"""^ Incremental Delay, d2 Delay (s) 67.4. r 28 97 8 Level of Service E" A F " "A Approach Delay (s) 67,4' • 28 viM:M iiP;il:^ii^S^v lililSiiiiiliiiiiiiBi^^ Approach LOS E A HCM Average Control Delay HCM Vofume to,Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization' Analysis Penod (min) c Cntical Lane Group 2.1 J33 "'iioT' 27 2'-- 15 HCM Level of Service Sum of lost time (s) feu Level'of Service'' iiiliiiiiilillISM 3.0 M Baseline Synchro 7 • Report Page 5 El Camino Real at Levante Sti eet Lane Configuration tbr Intersection Capacity Utilization Page 2 of3 Pic. I h-. Time Pertod : South ApprCNB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 urations 3 1 1 1 4 1 5 6 I 1 1 Outside 7 Free-flow Lane Settings 1 3 0 I 3 0 I 1 0 I 1 1 Capacity 1800 6000 0 1800 6000 0 ISOO 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)'? N Are tlie East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 14 880 27 52 1330 34 18 2 5 140 3 126 Adjusted Hourly Volume 14 907 0 52 1364 0 18 7 0 140 126 Utilization Factor 0.01 0.15 0.00 0.03 0.23 0.00 0.01 0.00 0.00 0.08 0.00 0.07 Critical Faclors 0.01 0.23 0.00 0.08 ICURatio = 0.42 L0S= A Turning Movements at Intersection of: El Camino Realand Levante Street W e s t A P P r Time :8:00 AM to 9:00 AM Date: 08/03/11 Day: Wednesday Name: Angd, Santos Sub- Totals totals 76 51 25 0 if Subtotals Total North Approach EI Catnino Real i 1475 1416 2441 1 34 1330 52 .4-1 \ l-j>- Nonh \ \A g.SO 0 921 2396 -<— r 1025 126 3 140 0 Total Subtotals Sub- totals 269 80 vev.irtfe Streel Totals 349 E a s t A P P r South Approach Nole ; Leri-tuni volumes include U-turns. U-luins in bold. HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Existing PM 5/15/2013 Lane Configurations tti 1 tt \ f Volume (vph) 1522 65 ,101 1276 55 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 , 12 '"12 12 12 13. ' ^^lii^/'i'K^fli^'^^:,;-"—'^•'••"•••'^^ •':•::•;-•;i!^:^:!iaopm:w^^^ .vC;J^y^i^j":'>i:-:y,^Ai>:j:-'•• ^ :.:.'•:i:^---i:i-•.'-^^-Vi:i^^^:,;.:•.:^A::-ii;^..:^:':.>.:.-ii^-ii:;-C-,':/',:'^ Total Lost time (s) 4.0 4,0 40 40 4,0 Lane UtifiFactoi' - • Frt 0 95 . ~i,po " 0 95 '1 00 ,100' Lane UtifiFactoi' - • Frt 6,99 1,00 1 00 1 03 0,85 FltPrQtecBd\ 1 00 095 1 00 0 95 100 Said. Flow (prot) 3518 1770 3539 1770 1635 Fit Permitted 100 0 95 1 00 0 95 ^.i.oov:.; •^••:l^v|K::'j^;;'^^^^ -:::V-i-i-'--:! Satd. Fiow (perm) 3518 1770 "3539 1770 1636 Peak-hour factor, PHF.-. 090 0 90 0 90 0 90 090 . 0,90, Adj. Flowjyph) RTOR'Reductionwh) " 1691 ' -:3: 72 112 "^1418" 61 0 0 137 123 \ Lane Group Flow (vph) 1760 0 112 1418 61 14 Turn Type . ' Prot, farm Protected Phases 2 "'l ""l^ 3 Pe);m!ttB^Raps Actuated Green, G (s) Effective Green g(s) 36 6 "5.1 45,7 6.1 6.1 Actuated Green, G (s) Effective Green g(s) 36 6 45 7 '^0' 6.1 61 Actuated g/C Ratio 0.61 0,09 0,76 0.10 0,10 Clearance Time (sj 4.0 40 4 0 40 40 J - if*^ -r t. Vehicle Extension (s) 3.0 3.0 3 0 30 3,0 Lane Grp Cap (vph) • 2153 , ~ 151 2705 181 167' v/s Ratio Prot c0.50'" cO.06 040 c0 03 v/s Ratio Perm 001^' ' V c Ratio 0 82 0 74 0 52 0 34 0,08 Uniform DeNy, c1 90 26 7 ;;2 8'- "25 0 24 3 Progression Factor 1.00 1 00 100 1,00 1.00 Incremental Delay, d2 • 25 ^,177". 02 1 1 02^ * Delay (s) 115 444 3 0 26 1 ~ 24.5 " Level ofSe'T/ice B A" C' HliHB Approach Delay (s) 11.5 6,0 25,0 ApproachiQ-S^ ....^ ' B^ A C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) I Intersection Capacity Utilization ^•nalysis Penod (m.n; c Cntical Lane Group 99 0.75 598 63.1% ' M5, HCM Level of Service Sum of lost time (s) ICU Level of Service 120 B Baseline Synchro 7 -Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Existing PM 5/15/2013 < ^ \ \ Lane Configurations f ttli tt Volume (vph) •, ^ 119 83 2188 114 27 2000 Ideal Flow (vphpl) 'i'966 1900 1900 igoo1900 1900 Total Lost time (sj 40 40 40 4 0' iliSifiifSiSiiliiii^^ Lane Util. Factor 0 97 1.00 0.91 1.66 0.95 Frt,. : • 100 / 0 85'^^ '0.99 ^ ~ , .;i.bo Fit Protected 0,95 1.00 1.60 0,95 1.00 Satd Flow''(pr'otJ 3453 ^'"1770 353&' , Fit Permitted 0 95 1,00 ' i"oo 0 95 1,00 Satd Ffpw (pe'rm) ^ -34'33 •• '1583 -"5047 • ~ - " ' :177Q 353^ - Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0,90 0.90 132 92 2431 127 30 RTOR Reduction (vph) Lane Group Flbw(vph) 0 '^65 ""3 0 0 0 RTOR Reduction (vph) Lane Group Flbw(vph) . 132"^' -"^27"'^ 2555 b' " 30' 222f " ' ~ TurnTj^e _ _^ Protected Phases custom Prot TurnTj^e _ _^ Protected Phases • 1 _ 8 - Permitted Phases "6' Actuated Green, G fs) • 112 112 1119 49 120 8" Effective Green, g (s) 11.2 lil^'riTF'" 49 120.8 Actuated g C Ratio 0 08 008 080 0 04 o,8& \.^" „' " Clearance Time (s) 4.0 40 t.^ 4.0 40 Vehicle Extension (s);.: :-^\ 30 :.3.0= --30 -30 3"0 Lane Grp Cap (vph) 275 127 4034 62 3054 v/s .Ratio Prof CO 04 iiilifflHli ^ ' 0.02/ c0§3 ' . ' \ v/s Ratio Perm CO 04 0,02 v/c Ratio, 048 0 21 0 63 0.48 Uniform Delay, dl 61,6* 60,3 5 7 66 3 3.5 Progression Factor" 1(5Q 10l) 0.,80-too r • 1.00. , - - - , • '"^ ' ' incremental Delay, d2 1,3 0.8 0.5 58 16 belay "(fi)-.' ' 62,9 - ' 61,^-^-' 50,' : 72,;i Level of Service E 'E'*"'A Approach. p'eliy(s)' -'62 2 ^''6.0 liiiiliiiisiiiffiHli^^ /^proach LOS E A A HCM Average Control Delay |HCM Volume to Capacity ratio Actuated Cycle Length (s) InferseofiQil c'appicify Utilization: Analysis Period (min) c;f||riira|ia|f^|i^|j|||^^ 8.0 0 71 'i4a6' 15 HCM Level of Service Sum of lost time (s) MCll Level of Service 3.0 C Baseline Synchro 7 -Report Page 2 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of2 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Lefl Thru Right Left Thru Right Left Thru Ri.Eht Left Thru Rieht Lane Inside 1 1 I 1 1 Config - (left) 2 1 1 I I urations 3 1 1 I 1 4 5 6 1 1 I ! 1 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 1 2 2 1 I 2 1 Capacity 3600 6000 0 3600 6000 1800 3600 4000 1800 1800 4000 1800 Are the North/South phases splii (Y/N)? N Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 246 1092 67 299 1270 908 836 604 321 107 381 185 Adjusted Houriy Volume 246 1159 0 299 1270 636 836 604 321 107 385 185 Utilization Factor 0.07 0.19 0.00 0.08 0.21 0.35 0.23 0.15 0.18 0.06 0.10 O.IO Critical Factors 0.07 0.35 0.23 0.10 ICU Ratio 0.85 L0S = D Turning Movements at Intersection of: "El Camino Reitl and " Lrctista Avenue W e s t .\ V P r Time : 5:15 PM to 6:15 PiVl Date : 08/03/11 Day : Wednesday Name : Oscar. Ro.xanne, Rltea North Approach El Camino Real Totals 3294 Sub- totals 1533 1761 836 ' 604 321 Subtotals Tolal 2477 4590 0 908 1270 299 North t 246 1092 2 1405 3105 1700 South Approach 1 r 2113 185 -< 381 107 Total Subtotals Sub- totals 673 970 La Costa Avenue Totals 1643 s I A P P r Note ; Left-tuiT) volumes include U-tums. U-turns in bold. 30% R I OR reduction used for .SBRTs HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Drwy. Existing PM 5/15/2013 > > t A V i V Lane Configurations 'I tti 4* Volume (vph)-' 59 771 20 -^-i'i^et'-l' 83 72 20 37 122 16 168 Ideal Flow (vphpl) 1900 '1900 '1900 1900 1900 1900 1900 1900 1900 1900 1900 TotaTLost time (s) •4,0 "- 4.0, 4:0 ' 4-0 " - 4.0 wmm Lane Utii. Factor 1,00 6.95 i.OO 0.95 1,00 1,00 1.66 Frt ^' 1 00 , 0-.9'9 foo 0 98 0 96 > IOO 0.86 • Fit Protected 0,95 1.00 0,95 1,00 0,97 0,95 100 Satc|..F|OW„(prOt) . .' 1770 3489 1770 345,8 . 1742 1770 - 1608 Fit Permitted _ 0 95 103 0.95 1.66 097 0,95 1.00 Satd'Flow (perm) -••:--'^:..i-77D:"i 3489 1770 3458 1742 1770 > 1608 Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0,90 0,90 0,90 0,90 0.90 0.90 0,90 0,90 Ad, .Flow (vph) 66 857 ,89 22 513 92 80 22 :;m!;-,:ii^ViE:;:«-J'.:.':i:A{!i1i:;<:r 41 136 18 M87 RTORReductlon (vph) Lani Group .Flow (vpB)-- , 0 8 0 0 17 6 0 23 0 ' 0 158 0 RTORReductlon (vph) Lani Group .Flow (vpB)-- , , - 66 • 938 0 22 588 0 0" 120 0 156 47 ' 0 Turn Type Prot Prot Split Split •nn^iii lillP V.V:. 3 8 2 6 6 Permitted Phases feiii^ed'(Jre0n;Gjs)\ 5.8 , '30\6:" 22 27 0 10 3 ' 10.9 109. Effective Green, g (s) 5.8 36'6 ' 22 27,0 10.3 16.9 10,9 Actuated g/C Ratio 0 08 • 044 ^ 003 0 39 Bill 015 ' '0f6 '^016"^ Clearance Time (s) 4.0 4.0 4.0 4'0 4.6 4.0 4.0 Vehlde'Extension (s) '3.6 ^ "3.0 3.0 30 30 30' 30 Lane Grp Cap (vph) 147 1525 56 1334 256 276 250 v/s Ratio Prot' c004 cO.27 0.01 0.17^ ' c().67> ;'. c008 003 v/s Ratio Perm v/c Ratio ^ \ -^ . 0.45 0 61 0 39 0 44 047 ~;049 0.19 ^!i::^|vij Uniform Delay, d1 30.6 15.2 33.2 15.9 27.3 27 0 25.7 Progression JFactor ^ 153 ,C66 V 'loo.. 1 00 . 1,06 100 1,00. Incremental Delay, d2 1,7 i';5 4.5 1.1 'i.4 1.4 QA"' Dela7Isf>~ ^8 4 •J15 ' ~-37.7- \ 17 0 287 - , 284 261 Level of Service D 3 "'D'""' B c C c Approach Delay'(s) 139 177, .28.7 , 27.0 , Approach LOS B B" c 15 HCM Average Control Delay HCM yolumelto .. Actuated" Cycle Lengtfl (s) Intersecliqn Capacity Utilization. Analysis Period (min) c -Cntical Lane Group ^ ' 18.1 : 0.57- '76.6 -59,0% "15" HCM Level of Service Sum of lost time (s) 'ICU Level of .Service B 16.6 - B; Baseline Synchro/- Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Existing PM 5/15/2013 < t V \ Lane Configurations ttl^ ttt Volume (vph) ' • - 41 Wmm 1536 f|2lS 1360 Ideal Flow (vphpl) "1900 1900 1900 'ifoqj 1900 Total Lost'time (s) ,, ' ."•':4:0;"-: '""Cq-: 40 l!:i;pilSlliiiBgiiS Lane Util. Factor 0.97 0.91 • i.o6' 0,91 Fft ' . ^ ' 6.98 .1:00. Fll Protected 0 95 ' i.oo" 0.95 1,00 Satd Flow(prot) 3401 5075 1770 5085 ' Flt^Permitted 0.96 i.66 0.95 1.00 Satd. Flow^peri^) 3401 5075 WM 5085 Peak-hour factor, PhF 0.90 0.90 0.90 0,90 0,90 0,90 Adj Flow (vph) " 46 1707^ 23'' 8 ""I5ll . I . RTOR Reduction (vph) Lane'cSrHip FToW'(vph). . 5 "'"""'o'" ''T 6 b" 0 RTOR Reduction (vph) Lane'cSrHip FToW'(vph). . 45 1729' 8 '1511 Turn Type Prot Prot6cted,Phases'^* 6 s; liBI W-^'Wsf^$^!^^^^^^^f:tM:'&M-^it^Ww\-f\MfW^'^-CW'i^^ '•^l-:^^^-:^-^^'^ Permitted Phases Actuafed^refn, G (s) ^ 62 -;:?:':.^:f--::::f'?^^ 12C3 1 5 125 8 ' Effective Green, g (s) MSnffii^ilBii 6,2" 120.3 1,5 125,8 Effective Green, g (s) MSnffii^ilBii 0 04 •?:•:•;-••: j-.-i.-:-:-;-.: iw .-.t i-- ^J:vv;^,\::;'::-: c: •. 0 86 '^•Ji,;?:;^^.?;:.;..^^-'"""abi-^-090 Clearance Time (s) 4,0 •iO 4,6 4,0 ' ' Vehiole Extension (s) '* 30 -30 30 30 - • ' r-Lane Grp Cap (vph) 151 4361 19 4569 v/s Ratio Prot cO,01 -. c6;34-000 iliiiiiiiiliBiilH v/s Ratio Perm v/c Ratio • 0.31 0.40 0 42 pliSlslllBSliilSiiiiliPSS^ Uniform Delay, dl "64.8 21 68 8 10 Pro^ressioh Factor '* io"o^. C22'. .•--fO'O"; fiiiiiiiiiiiiiis^ Incremental Delay, d2 "0,2 8.2 0,1 Delay (i), 9' 76 9 Level of Service E A 'A Approaiih belay (s) - . ^66 0 '3--9' liiiilMlillliliilBl^ Approach LOS E A A ApproachLOS E A / l^te^Pi^^^iTijai^^^^i^^^^^^^i^^^^^^^^^^lfa^ HCM Average Control Delay 7.6 HCM Level of Ser »V,^-.,.-.^„T,,^..|W,^»..>«W.......T.W.. HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Inters^dtfofi C^l^a^^^ Analysis Period (min) c *GntioalLaiie Group 7.6 ROii 146.'0 40.1'%': 15 HCM Level of Service Sum of lost time (s) -JCUleyel of Service •' 12.0 Baseline Synchro? - Report Page 5 El Camino Real at Levante Street Lane Configuration for Intersection Capaciiy Utilization Page 3 of3 Pk. Hr. Time Period : South iU5pr(NB) North Appr (SB) West Appr(EB) East Appr(WB) 4:45 PM to 5:45 PM Left Thru Ri.eht Left Thru Right Left Thru Right Left Thru Ri.ahi Lane Inside 1 1 1 I 1 Config - (left) 2 i 1 1 1 1 urations -, 1 1 i 4 5 6 J 1 ] 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 I Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N) ? N Efficjency Lost Factor 0.10 Hourly Volume 20 1419 147 157 1532 30 31 4 7 87 0 95 Adjusted Hourly Volume 20 1566 0 157 1562 0 31 11 0 87 0 95 Utilization Factor 0.01 0.26 0.00 0.09 0,26 0.00 0.02 0.01 0.00 0.05 0.00 0.05 Critical Factors 0.26 0,09 0.02 0.05 ICU Ratio 0.52 LOS = A Turning tviovements at Intersection of: El Caitiihi) Real and " Levante Street W e s I A P P r Time: 4:45 PM to 5:45 PM Date: 08/03/11 Day: Wednesday Name: Angel, Santos Totals 94 Sub- totals 52 42 Subioials Total North Approach 30 1626 1719 El Camino Real 3262 0 1543 1532 157 •< Noi1h ^ t |— 20 1419 147 0 1586 3212 f 95 0 87 Tolal Subtotals Sub- totals 182 308 Levante Street Totals 490 South Approach Note : Left-turn volumes inckide U-turns. U-lurns in bold. The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX C Existing Plus Project Synchro Worksheets 002312 C 002312-Report C.doc HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Existing + Project AM 5/15/2013 Lane Confipurations tT* 1 tt 'i Voiump (vph) J ''222 ^ 102 ' 118 1331 30 63 Ideal Flow (vphpl) "l900^' 1900" 1900 1900 1900 1900 Total tpsMime'fs) " ^ ..4.0^ /4.0^^4V 4 0 ' 4.0 Lane LJtil, Factor 0.95 1.00 0.95 1,00 1,00 Frt' .V ' ^ . 0 99 -;••"^:{T:i^^*^:•.^-•^ iob; i,og; 1.00 " 0.85 Fit Protected ' 1.00"" 0,95 1,00 0.95 1.00 Satd. Flow (prot) 3498 1770 3539 1770 ^1583'-' . Fit Permitted 1,00 0 95 1 00 0.95 1.00 Satd FlowfpferiTir 3498 1770' '3539' \T10 " 15^- Peak-hour factor, PHF 0.90 0,90 0.90 0.90 0,90 0.90 ' fc' 11-3 131 .1479 33 RTOiy^educjion (vph)^^ Can*^'5foilp?ro'w (vphT' 6 o" 0 0 0 64 RTOiy^educjion (vph)^^ Can*^'5foilp?ro'w (vphT' - "1465 ~ 0 ' 131 " 1479 "--33' "6' TurnType^ Protected Phases Prot custom^ TurnType^ Protected Phases IHSO lilHIiilliii Permitted Phases "8 40 5 •-79 524 6 1 Effective Green^gjs) _ Actuated g/C Ratio 40.5 79 52.4 6.1 6.1 Effective Green^gjs) _ Actuated g/C Ratio 061 ' 0 12 0 79 0 09 0 09 Clearance Time (s) Vehicie Extensioi{(s) ^' 40 4.6" ^4,0 4,0 4.0 Clearance Time (s) Vehicie Extensioi{(s) ^' "30 "3 0 '"•"3 0"'""3 0 ' 3.0" ' Lane Grp Cap (vph) 2130 210 2789 162 . 145 v/s'RatolProt cO 42 •|^i:^C||i;; 0 07 c042 .CO02 v/s Ratio Perm 0,00' ;:^::',•^.•':•;r•*?^s^^^•.•5•.^?^•^,'^v;::'^^^^ v/c Ratio 0 69 0 62 b'53 0,20 0 04 Uniform Delay, d1 8.7 27.9 * 2.6 28.0 27.5 Progression Factor, 1 00 1 00 , M 00' 1 00 100,' ^ liiiliiilS Incremental Delay, d2 0.9 5.7" 0.2 " 6.6 0,1 Delay (s) 9 7 33.6 , , 2 8^' 28 6 277,- Level of Service A CAC , P Approach Delay (s) ^ 97 , 53 - 280 Approach LOS A A " C HCM Average Control Delay HCiyi Volume lo-Capac[fy ratio , Actuated Cycle Length (s) Intersecipn C'apaCity'^Utilization Analysis Penod (mm) c Critical Lane Group, 8.0 063 66.5 53.9-.J 15 HCM Level of Service Sum of lost time (s) ICU Levefof Service 12.0 B Baseline Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Existing + Project AM 6/15/2013 r ^ t V i iiill&,l:'i| mis'-mw SiiiSf ffi::;:? J;li-^:;;:'-&:S: |'Ci'\s^§*'^:^y';'5K Lane Configurations ttt* \ tt Volume (yph) _ -44 20 1758 130 59 1929 Ideal Flow (vphpl) "' '19661966 ' 1900 iooo' 1900 'i960 Total Lost tim'e"'(s) < '"'46"\ 4.0 40 BiliI 40 40 Lane Util. Factor 0,97 1.00 0,91 1.60 ' 0,95 iilllilllifi'^ PSiPiSii:' 0 99 ^ i^09.' 100 F|Protected 0,95 TOO 100 0.95 1,00 Satdj, Flow (prot) 3433 ;.1583 5033 ' 1770 351^^ ^ - Fft Pemitted 0.95 1,06 1,00 0.95 1,06 Said. Flow'(perm) . 3433 1583 5033 1770^ 3539 Peak-hour factor, PHF 0,90 0,90 0,90 0.90 0,90 0,90 Adj Flow (vph) • 49 22 1953 144 66. ••WWW'^^'^i0-p&M^}^A^'^\^i''S^s:iW^WW^Wi^&:J^-:W- >^'J\ RTOR Reduction (vph) Laiie Group Flow (vphi 0 20 5 0 * 0 0 RTOR Reduction (vph) Laiie Group Flow (vphi 49-" 2 " 2093 • 0 §6' " 21"?3 "-^""'"'"- ' ' " Turn Type F.ate^tf-ll^ses custom Prot Turn Type F.ate^tf-ll^ses 1'. ' 8, " 1 . t ' .. _ Permitted Phases "e"" Actuated Green, G (si 10 3 10 3 108 5 9,2" Effective Green, g (s) SctUatedl/C Rlio" .. _ 10.3 10,3 108,5 9,2" 121.7 Effective Green, g (s) SctUatedl/C Rlio" .. _ - OM"' 0,07 . 0.78 0 07 0'87 Clearance Time (s) 4,6' '16" •4.0 4.0 '4.6 Vehicie Extension (s) - -7-'-3:b7'-3,o-: ^ lo" 30 3'0 ' Lane Grp Cap (vph) 253 116 3901 116 3076 v/s Ratio Prot c0 01 ' 0,42 -.0,04 liiiliiiiiiiH /^;^:^/':^'..^3;;!^-'^^i%i:j^ v/s Ratio Perm 6^66 v/c Ratio, ' 0.19 001 0,54 0-57, , 0 70 ^•WWW-WWv^WW''W{:vWW\'W W'-J' tW^^^W!^^'''W^ W' Uniform Delay, d1 ' " 60,9 '60,1 ' '6,1 63.5 3.0 Progression Facte 1 CO 1 00 1 13 •^i.boi"-. 1,00' ' Incremental Delay, d2 0,4 * 0.0 04 63 13 Delay.(sl. "'ei.S' .60 2 73 69''7 '!^^3:?7.^:{ic^*;s;i^^^ ;"••:• ^^^f^9^-^-^ '^''^r^ Level of Service A E" A Approach Delay (s) 'V''^6i:o'.^^;-.--.-V'"'' 73 iiSililiiillia Approach LOS 1'""""* A A HCM Average Control Delay HCMyolun\e'fo Capacity ratio ; Actuated Cycle Length (s) Intersection Capadty Utilizatioh' Analysis Period (min) c "Critical LanS'Group 77 0 63 140.6" 63,3% : ••'Is HCM Level of Service Sum of lost time (s) IIHlllgliiill 5.0 B Baseline Synchro 7- Report Page 2 EI Camino Reai at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) A fyi 8:00 AM to ^ ^ 9:00 AM Left Thru Ri.eht Left Thru Ri.eht Left Thru Ri.ght Left Thrti Ri.eht Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 I 6 Outside 7 Free-fiow I 1 1 1 1 1 1 1 1 1 1 1 1 1 I Lane Settings 2 3 0 2 3 1 2 2 1 1 2 1 Capacity 3600 6000 Are the North/South phases split (Y/N)? Are fhe East/West phases split (Y/N)? Efficiency Lost Factor 0.10 (L HourlyVolume 220^ 719 Adjusted Hourly Volume 220 740 Utilization Factor 0.06 0.12 Critical Factors 0.06 •y 0 N 3600 6000 1800 3600 4000 1800 1800 4000 1800 \^ ^\ 21 119 1032 72? 763 269 299 118 532 208 0 119 1032 507 763 269 299 118 532 208 0.00 0.03 0.17 0.28 0.21 0,07 0,17 0.07 0.13 0.12 0.28 0,21 0,13, / / fxi<.-/>'-'\ ICURatio = 0.78 ' ^./^ - ^ Tuming Movements at Intersection ol: LOS = Ei Caniliio Rear and Xa Cbsti Avenue W s t A P P r Time: 8:00AM to 9:00 AM Date; 0S,''03/11 Day: Wednesday Name: Oscar, Ro.xanne, Rhea North Approach EI Camino Real Totals 2807 Stib - totals 1476 1331 76: 269 299 Subtotals Total 1451 1875 3563 0 724 1032 119 North 220 7!9 2 960 2411 South Appioach 1 21 1688 208 532 lis Total Subtotals Sub- totals 83S 409 La Costa Avenue Totals 1267 E a s t A P P r Note : Left-lum volumes inckide U-lurns. l)-turns in bold. 30% RTOR reduction used for .SBRTs HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Drwy. Existing + Project AM 5/15/2013 Lane Configurations tt» t1^ 4* 'I ^ VolunielvphJ , 39 292 72 33 719 82 29 5 18 45 10 124 Ideal FJow (vphpl) ^ 1909 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total i!ost tini'e (s) ^ " 4(5 40 40 40 ifiHIiiil " 40 "40 40 Lane UtiL Factor 100 0.95 1.00 0'95 1.00 1,00 100 WW. . 100 0 97 IOO 098 0-95 100 '086 Fit Protected 0,95 1,00 0 95 1.00 0.97 0,95 i,06 Satd Row(pr,otJ W< '1770 3434 1770 3185 1728, 1770, ^1^04- Fit Permitted 0 95 100 0 95 100 0,97 0,95 100 Satd Flow (perm) •• 1770 3434 1770 '< 3485; •• 1728 ^'1770 1604 Peak-hour factor, PHF 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0,90 0,90 0,90 0,90 0,90 Adj Flowfvph) . -WWh^tAh 324 80 '799.. \ fii 732 6 26 ;_"SQ; '11 '13? RTORReduction (vph) La'rt^Ijroup^Flovvfvpii)^ 0 21 0 6 9 0 0 18 0 0 121 "0 RTORReduction (vph) La'rt^Ijroup^Flovvfvpii)^ ? ^ " 43 '383 ' 0 ' ""37 881 ^ ' 6 0 40 ^ 0 "50" " 0 Tum Type Prot Prot Split Split l=r5rti:»C:y:, wsmmm tx'i ' 3 ' 8l ^ 2 6 6 •lit-- Permitted Phases ggulfed Careen^G (s)' 38 ' 34.3 /?j:.'!f*f:-'"^?:'' 25 33 0 85 67 87 Effective Green, g (s) 38 34.3 25 33 0 8,5 8,7 ' 8'.7 A5ly|ldg;cjRati& \ 0.05 •.\0.49 0.04. 047 012 012 012 Clearance Time (s| 4 0 ' 4.0 4.0 4.0 4.0 40 40 Vehicle ExteiisTon (s) 30 30 30 30 30 30 30 Lane Grp Cap (vph) 96 1683 63 1643 210 220 199 v/s'^tlo Prot ' c002 on 0 02 c0 25 c0 02 c0p3 002^ v/s Ratio Perm v/c Ratio' ' \ 045 . 0.23 0 59 0 54 " 019 023 0 14 Uniform Delay, d1 321 ' 10.2 33.2 13,1 27.7 27',6 27,3 Progression Factor 142 0 3§' 1 00 Too ' " 100 1 00 1 00 Incremental Delay, d2 3.2 0,3 13.2 1,3 04 0,"5 0,3 ,48 8 42 46 5 -143 '28.1 WM 28:i 27,6, Level of Service D A D B C C C Approach Delay (s) 85 15''6 28.1 . 27 8 Approach LOS A B C C ^^^^ HCM Average Control Delay HCMVolume to Capacity ratio , Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Penod (mm) c V Critical Lane Group ^ 15,6 0 43 '76'6' 15 HCM Level of Service Sum of lost time (s) JCtJ Level of Servioe ^ B '?6.6" A Baseline Synchro? - Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Existing + Project AM 5/15/2013 < t V Lane Configurations tt^ ttt Volume (vph)'--.,.!, •• |tpli|i29S; 2 913 IIP 8 WWWWWWWM7WWW-'-WW'J Ideal Flow (vphpl) 1900 1900 1900 1900 ^_ 1900 • 'i960 TotaJ l-ost fime (s) * •^'*' "-.1-0. [' 4.0 '„-.',.* .. -4.0-' 40 , ' ^.•r^;',-:'.:-:ij:^s:>^::';:::;-;^;^^t:^ Lane Util, Factor 0,97 0.91 i.66 "• oil^ Frt .1 • -' 0.99 ^ 1',60 1:00 Fit Protected '5,96 1,66 0,95 "I'oo Satd Flow (prot) 3421 5070 1770 Fit Permitted 0.96 'i",66" 0,95 i,o6' Satd .Flow'dbfemi)" 3-^21 -„ '•' A 5070 1770 5085 Peak-hour factor, PHF 0.90 0,90 0.90 0.90 0,90 0,90 Adj Flow (vph) 32 2 ToUW.-21 9 ..... aillllililiiiiil RTOR Reduction (vph) 2 """""o'* i 6 0 0 Lan*rG7oup'FioW(vphj 32 0 'i'634''' 6" 9-1566 Tum Type Prot 8 , ,7 aiillHIliiillillii Permitted Phases Actuated Green G (s) , • 4.5 122 0 f5 ^ Effective Green, g (s) Actuated g-C Ratio 45 122.0 15 127,5 Effective Green, g (s) Actuated g-C Ratio 0 03 ,0 87;-0.01 o?i. Clearance Time (s) Vehicle Extension (s) 4.6 4.0 4,0 40 Clearance Time (s) Vehicle Extension (s) \\:3:oT 3.0'"'' 30 JiiiiiilillliiiSiiilli-iS? Lane Grp Cap (vph) 110 v/§ Ratio Prot > \ cOOl v/s Ratio Perni v/c [Ratio'J' ^, -~ 0 29 Uniform Delay, dl 66 2 PrQgresslofi Factor'' .Z^, ^,00 Incremental Delay, d2 1,5 Level of Sen/ice E /^ppfpac]l Dpay (s), - " 677; Approach LOS E 4418 -^6.20 i 0 23 1.5 2 54 ""o.V ,- 3.5 A " 3.5: A 19 0 01 0.47 i 68,9 P32| 12,8 1103: F' 4631 c0,31 0.34 0.8 • o;49 i 6.1 05 '""A" '" 1.2 A HCM Average Control Delay HCM Volum'^ fo Capsci */1 ado Actuated Cycle Length (s) inlejsectjph Capacity'tJtilization: Analysis Period (mm) c ^.Cfitical Lane Group _ ; 2.9 m.o 3t2% 15 HCM Level of Service Sum of lost time (sj "ICU Level'bf Servioe • i.O A Baseline Synchro 7- Report Page 5 El Camino Real at Levante Sti eet Lane Configuration for Intersection Capacity Utilization Pic. Hr. Time Period : 8:00 AM to 9:00 AM South Appr (NB) Lane Config - urations Inside (letl) Outside Free-flow Left Thru Right I I 1 1 1 Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 HourlyVolume -fo 14 Adj usted Hourly Vo lume 14 Utilization Factor 0.01 0 0 N N North Appr (SB) Left Thm Ri.ght I 3 1800 6000 West Appr (EB) Left Thru Ri.ght 1 I 1800 2000 Page 2 of3 East Appr(WB) Left Thru Ri.ght 0 I I 1 0 1800 2000 1800 4^ 880 27 52 1330 907 0 52 1364 0.15 0.00 0.03 0.23 34 18 0 18 0.00 0.01 Critical Factors / O.OI 0.23 2 5 140 3 126 7 0 140 3 126 0.00 0.00 0.08 0.00 0.07 0.00 0.08 y <*W''SA ICURatio = 0.42 LOS' Turning (vlovements at Intersection of A El Caihino Real aita Lcvarite Street W e s t A P P r Time :8:00 AM to 9:00 AM Date: OS/03/11 Day: Wednesday Name: Angel, Santos Totals 76 Sub - totals 25 Subtotals Tolal North .approach 1475 1416 North \ 14 880 0 921 2396 El Camino Real 2441 1 1025 34 1330 52 r 27 126 3 140 Tolal Subtotals Sub- tiitals 269 Levante Street Totals 349 E a s t A P P r South Approach Note : Leh-iurn volumes include U-lurns, U-tui^ns in bold. HCM Signalized Intersection Capacity Analysis Existing + Project PM 1: La Costa Ave. & Saxony Road 5/15/2013 •> .. :mw. wmw. Lane Configurations tti 'i tt f VolufTie (vph) •-i15,30 • -" 65-; 102 1282 55 124 Ideal Flow (vphpl) 1900 J900' 1900 1900 i966 1900 Total lost time (s) W-:W7W^ "40 .40 40 Lane Util. Factor 0 95 1.00 0,95 1,66 100 •^msmwwm 0 99 1.00 1.00 0 85 Fit Protected i.OO • 6.95 100 0.95 i.oo" Sa{d."Flow (grot) ^ 3518 Iiill 1770 • 3539 1770 1583 Fit Permitted 1,66 0 95 '*"i.o6' " '6;95" '""i,'6'6" Satd i^lbw,(perm} '•"'^ 3518 " 1776'-3539 "1770 1583 " ' " Peak-hour factor, PHF 0,90 0.90 0.90 0,90 0.90 0,90 1700 72 113. . 1424'' 61 \ i38 ^ RTOR Reduction (vph) 3 0 0 o' 0 124 L'iri$G7oupl:FowIvph) " 1769" "T13'' '1424'"' ^ "61 •-Y4- .f^---.- —^ Turn Type Prot custom Protected Phases 2 ^^."t.:':f^^ -,..,-.•... .',,av. 6 3 liiiBliSillfsSJRIS;^ Permitted Phases^ 6-8-:, / Actuated Green G(s) 41 7 56 513 " 68 6-8-:, / Effective Greea g(s)_ 41.7 5.6 513 58 6.8 .Actuated g;C Ratio 0.63 008 0 78 010 Clearance Time (s) 40 40 4,0 4;o 40 Vehide Extension (s) ^ So 30 3,o; -"3D < 30 ' ^ . " ^ ^* Lane Grp Cap (vph) 2219 150 2747 182 _163 _ v/s Ratio Prot ^ , -"cO.56-cO.06 0.-40 -cO.03 v/s Ratio Perm 0,01 0 80 ,0.75 0.52 0.34 ilBpiiiiiiiiiiiiiBiisiip Uniform belay, di " "9.1 29.6 28 27.5 26,8 Progression Factor 100 \mW 100 Incremental Delay, d2 2.1 19.1 0,2 1 1 "0,2" Delay (s);, " 111 - ^v.:. «.-.-:^v .•r^AVi'l'^i^.-'^f.-'i. 43 7 29 28 6 WWWKfS^USgffWWWWWW^jWWSwW^ Level of Service B D A C ..^ ^.„,, , „..„,.„„,.I „.,,.,' \ 1,,',. Approach Delay (s) W\^XW' ••;. 6.'3'"' 27 6 Approach LOS B A C HCM Average Control Delay ROM \^]ur)e jo Capacity'ratio ^ Actuated Cycle Length (s) Intefiectiop Capacity Utilization • Analysis Period (min) |||iif ^||l||5og||^i^i^ 9.9 0,73- "'eiii 63 3% 15 HCM Level of Service Sum of lost time (s)_ ICyTevel of Service' 12.0 B Baseline Synchro 7 • Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Reai Existing •^ Project PM 5/15/2013 < < t A ^ i Lane Configurations ttl^ *i tt Voluine (vph) ' 120 83 2194 115 27 2008 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Tota] Lost timfe{§) 40 ..40 40-40 . fiO ' , . Lane Util. Factor 0 97 100 0.91 1,00 0 95 Fri W . 100 0.85 0 99 1,00 • lioSiiiiS^iiSiSWiiiifiBSB^ Fit Protected ' 0.95 ' 100 100 0.95 1 00 Satd Ftow (prot) ' 3433 1583 5047 1770 3539 ' Fit Permitted 0.95 1 00 1,00 ' 0.95 1.00 Satd'FFowfparm)'" 3433 '1583 '504?^^ 1770 '3539 Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0,90 0.90 AdlE'loVCvpSn 133 ' S2 2438 128 30 2231 ^ RT()R Reduction (yph) Lane Group Flow (vph) o' 65 3 6 0 0 RT()R Reduction (yph) Lane Group Flow (vph) 133 27' 25'63'"' '"O" - 30 223! * •*' - Turn Type Protected PJiases custom Prot Turn Type Protected PJiases Ipiil 7 iiiiliiillHIllliMIK^ Permitted Phases 6 4auatedGj$ep,Gi&J, 112 112 111£ 49 •120,8' ' Effective Green, g (s) Ac!uate3j/C» ^ , 11,2 11.2 111.9 4,9 120.8 Effective Green, g (s) Ac!uate3j/C» ^ , 0 08 ""008 0 80 . 0 04 086 ^ ' ' Clearance Time (s) 4.0 4.0 4.0 4.0 4,0 Vetficle'&<tension fs) ' 30 30 3'0^ 30 " 30 " Lane Grp Cap (vph) 275 127 4034 62 3054 v/sRa'tioPtot c0 04^ ' 0.51 ^ 002 c0 63 v/s Ratio Perm 0,02 V/c Ratio .J, 0 48 0 21 0 64 Uniform Delay,'d1 ^ 61,6 60.3 5,7 Prog>eislon,Factor ^, ' ' 1,00 1 00 1 21 Incremental Delay, d21,3 0.8 0.5 Dei^iy(s1f\r;^ ^ ^ .63,V 611 X-4 Level of Service E E A Approach Selay (s), 62 2 74 Approach LOS E A 0.48 66.3 i.OO 5.8 72.1 ~ E 0 73 3.6 W.QO 1.6 5,1 A 60 A HCM Average Control Delay HCM yplurne'lo Capacity ratio Actuated Cyde Length (s) Intejgection CapacSy Utilizatiofi Analysis Penod (mm) C Critical Cane Group^^' 9.2 '0,71. 140,6 65.6% ' 15 HCM Level of Service Sum of lost time (s) Tcu Level of'Servfce 8.0 C Baseline Synchro 7 • Report Page 2 EI Camino Real at La Costa Avenue Lane Configuration for Intet-section Capacitv- Utilization Pk. Hr. Time Period : 5:15 PM to 6:15 PM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 2 I 3 4 5 6 7 Lane Sellings 2 3 Capacity 3600 6000 Are the North/South phases split (Y/N)? Are the East/West phases splh (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume Adjusted Houriy Volume Utilization Factor Critical Factors '47 246 1092 246 1159 0 0 N N 67 0 North Appr (SB) Left Thru Ri.ght 2 3 3600 6000 West Appr (EB) Left Thru Rieht 2 2 1800 3600 40O0 Page 3 of3 East Appr (WB) Left Thru Risht 112 1 1800 1800 4000 1800 299 299 0.07 0.19 0.00 0.08 0.07 AO 1270 908 1270 636 0.21 0.35 836 604 836 604 0.23 0.15 321 321 0.18 107 381 107 385 0.06 O.IO 0.35 0.23 185 185 0.10 O.IO ICURatio •= 0.85 LOS= D Turning Movements at Interseclioti'o^^^ El Camino Real "and La Costa Aven-ue y V/ e s 1 A P P r Time :5:15 PM to 6:15 PiVI Date : 08./O3/11 Day : Wednesday Narae : Oscar, Roxanne, Rhea Noith Approach El Camino Real Totals 3294 Sub- totals 1533 1761 836 604 321 Subtotals Tolal 2477 4590 0 2113 908 1270 299 North k 246 1 1092 2 1405 3105 1700 South .Approach r 67 185 381 107 Note : Total Subtotals Sub - totals 673 970 La Cosla Avenue Totals 1643 E a s 1 A P P r I,,eft-ttirn volumes include U-tums. U-uirns in bold. 30"/;, RTOR redLiotion used for .SBKTs HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Drwy. Existing + Project PM 5/15/2013 Lane Configurations tl^ t> yolijme(vph) 59 773 84 33 462 83 77 20 45 122 16 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 19O0 1900 Total Lost time (s) . -40 ' 40 40 4.0 "40 4,0 40 Lane Util, Factor 1.00 0.95 160 0,95 1 00 1 00 1 00 . -100' .0,99 ' I'OO 0 98 N?i^^:?;i'j^i:'T 0 96 1 00 Ctf86 * < Fit Protected 0,95 1,60 0.95 1,00 0 97 0^95 1,00 Satd'HoW^^prot)' , \ 1770 3487 liiiiS 1770 3458 • ^.';..i(;i;:::;''::itiS: 1736 •|||:S|!!? 1770 1608 1 Fit Permitted 0,95 1,60 0.95 106 6.97 0.95 "100 Satd. Row {pemi) 1770-3487 1770 3458 17'36" 1770 Peak-hour factor, PHF 0.90 0,90 0.90 0,90 0,90 0.90 0.90 0,90 0,90 0.90 0.90 0.90 Adj/i?w{ypii3;:s; 66 859 03 . 513 ,927 , "85 22 " 50 136 •• 18 M RTOR Reduction (vph) Lane Group Flow (voh) '0 9 0 0 17 0 0 26 6 0 158 0 RTOR Reduction (vph) Lane Group Flow (voh) 66 ' '^943 0 '37 588 0 0 132' 0 • 136 47 • 0 Turn T^e Prot Prot split Split Pfptected Phases Ilia i4 3 8 2 2 6 IIHI Permitted Phases ^,10'9 ' Acluated'Green. G (s) 58 301 23 26 6 •'^'ii'i''J~^<?Tr.^'^ 107 10,9-^,10'9 ' Effective Green, g (s) 5.6 30,1 1,3 26.6 10,7 10.9 16,9 AcfoVtedg/C^atiQ* 0.08-' - 643 ~ 0 03 OS's ^^0.^5."-0.16-016 Clearance Time (s) 4.0 4,0 4,0 4.6 4,0 4.6 4.0 Vehicle Extension fs) > ^ 3,0 30 . 3 0'^' 30 - 30 30 Lane Grp Cap (vph) 147 1499 58 1314 265 276 250 v/5 Ra"tlg'Prot ,c064 c0 27 0 02 017 c068 c0.08 0.03 v/s Ratio Perni v/c Ratio _ 0 45 0 63 0 64 .'0^45', 0 50 049 019 Unilbrm Delay, dl 30,6 15,6 33.4 16.2 27.2 27.0 25.7 Progression Factor .151 1.00 100 1,00 iOQ:. 100 1.00 incremental Delay d2 17 1.6 20.8 1.1 1 5 1.4 6.4 Delay ^s) 47 8. •'7 2 54 2 173 28 7 284 ?61 i Level of Service D B D B C C C Appfoach"Delay (s) >1912 194 28 7 27 0 Approach LOS' B B C C HCM Average Control Delay HCM VoTume'to Capacity ratio Actuated Cyde Length (s) Jntefsection Capadty Utilization Analysis Period (mm) 0 Cnljcal Lane Group 21.2 0'58, 70.0 60.0% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 B Baseline Synchro? - Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Existing + Project PM 5/15/2013 < t t itewfet." „„. jl'-. %l\ <-..... ' . - ..1 Lape Configurations w ttl^ ^ ttt Vdum^ (vph) ^ 50 5 1546 25 20 1360 Ideal Fiow (vphpl) 1900 i960 igoo i960i966' Total Lp^tjime (s) 4.0 -^:, 4 0; 40 , 40 Lane Util. Factor 0.97 0.91 1.00 0.91 Frt . 0.99 100 1 00 1.00, , " ' Fit Protectea 0.96* 1.06 0.95 1.00 Satd, Flow (prot)' '"" 'mmfww 5073 J770 608^ ' . '> •U? '-."v^^'. :-ww'. FItPermitted 0.96 100 6,95*'{;o6"'"'" ,Satd7Floi» (pfertfl) - ' 3407 "5073 1770 5085 Peak-hour factor, PHF 0,90 0.90 0.90 0.90 0,90 0,90 M£lqWlvphJ\. ^ 56 -..5. 1717 28. ' ^ 22; lift: ' ' ^ RTOR Reduction (vph) 5 0 1 ' 0 ^ 0 0 Lane Group Flow (vph) 56 6 -1744 '"^22" 1511'- TurnType_ Pfbtecfed Pnases Prot TurnType_ Pfbtecfed Pnases SBIill 7 ^ 4 Permitted Phases Acfua+ed Greer G(s) 36 ww?^l'^m•. 5 0 125 4 \ ' • ' " Effective Green, g (s) 6.6 116.4 5;0 125.4 Actuate'dg/C'Fiaho, > ,.•0.05 " "OSS 004 0 90~-; i^l^:ij^3j|':;;^ Clearance Time (s) 4.0 4.0 ""'40 ''4.0 \/ehlcTe""Extension (s) ' ^3.(i 30 30-30 Lane Grp Cap (vph) 161 4218 63 4555 v/s Ratio Prot cO 02 cO 34' 0 01 c030 . {"' v/s Raiio Perm y/c^Rifajp^ ' '0 35' 0,41 0 35 0 33 y;'v.-;;7;;7: Uniform Delay, dl Pr6gires"sipn Factor. - c 64.6 3.0 65.9 1,1 Uniform Delay, dl Pr6gires"sipn Factor. - c .7! "W",: •:'.r:-:'.S?::«r;-';'^-Sf:':,^=^";.;^i:i;^>::^-^ ^ 3,70'-0.90 4 69 Incremental Delay, d2 i.3 0.2 '18' """6;i Delay isi f-c 9 11 5 iiilll; ^612 . 52 . - , Sliliiiiilf; Level of Service E ' " B E A /\ppr6ach belay {s) 65 9 r • 115 liiiaiiSiaailiifliiW 'WSSiSi Approach LOS E B A HCM Average Control Delay HClVI Volurhe to Capacity ratio Actuated Cycle Length (s) intersection Capacity IJiihzabon' Analysis Period (mm) c Cntical Lan6 Group , ' : 10.0 0 41 140.6 '46.4% 15 HCM Levei of Service^ Sum of lost time (s) icOTevVl of Service "': 12.0 A Baseline Synchro 7 • Report Page 5 El Camino Real at Levante Street Lane Configuration for Intersection Capacity Udlization Page 3 of 3 Pk. Hr. Time Period: South Appr (NB) Noi-thAtiprfSB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thin Right Left Thru RiKhf Left Thru Right Left Thi-u Right Lane Inside 1 1 Config- (left) 2 1 urations 3 I 4 ! 1 5 6 Outside 7 Free-flow 1 1 1 1 I 1 1 1 1 I I Lane Settings 1 3 0 Capacity 1800 6000 0 ] 3 0 1800 6000 0 1 1 0 1800 2OO0 0 1 1 1 1800 2000 1800 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 FatJtors N N ^1 0.10 20 20 1566 0 O.OI 0.26 0.00 y 0.26 / 157 1532 30 31 4 7 87 0 95 157 1562 0 31 11 0 87 0 95 0.09 0.26 0,00 0,02 0.01 0.00 0,05 0.00 0.05 0.09 y 0.02 ^0.05 ICURatio = 0,52 L0S = --¥imMiig--M-oveitwttt4-at4ittei'3eett0rt-efT--El-C*BSi»«-Bftal—an-d—^Levante-Street- W s t A P P r Time: 4:45 PM to 5:45 PM Date: 08/03/11 Day: Wednesday Name: Angel, Santos Totals 94 Sub- totals 52 42 31 4 7 Subtotals Total North Approach El Camino Real 1, 1626 1719 1532 3262 0 157 North 1 20 0 3212 1419 1586 1543 30 1532 157 147 95 0 87 Total Subtotals Sub- totals 182 308 Levante Street Totals 490 E a s t A P P r South Appi-oach Note: Left-tum volumes include U-turns, U-tums in hold. The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX D Other Projects Considered 002312 D 002312^Rcport C.(loc (jT) Robertson Ranch-, East Village \ (7) Quarry CreeK Master Plan ^(On Marron Rd west of Collesje Blvd.) Sage Creek Higti • —^ School (D PROPOSED- PROJECT ATmCHMENT4 Other Projects Location Map LA eOSTA TOyViaE CENTER PENDING OR APPROVto PROJECTS LIST 1 Quarry Greek,Master Plan Do,s Golinas 65a LinitS; parK S;ride, commtinity faci iti^S' 309 units ,5enior GOntinuing care facility | 5.578 1,340 fncltide Itldidde TAZ ok TAZ ok Robertson;Raneh PA It geyOOG'sq. ft. office building: 1,320 Include Revise TAZ Robertson:Rarie,h'Ea,st:Vjllage Remaining 246 ;singie family dwelling iioits and 52 condos 2,876 include Revise TAZ Ranoho ivlilagro 22 single fatnily dwelling:,;units 264 Incliide TAZ ok Sage:Cree,k:,Higti School T,50,0.,studerits 1,950 Include Revise TAZ Aiga Norte Park 32 acre site 1,600 Include TAZ ok Cgplsbad Ua .Costg:C.QlleGtion 53tQwnhbrri:eg;(AlECR/Dov6Ln.) j | 424 Include: TAZ ok Roinsettia, Place 82 iinits (68 tovvntiomcs and 14 stackgtjjflat Gondo units) 656 Include TAZ ok 10 Pizza Port (w/in Bressi RartcH): 37^000 sq. ft industrial with 4.300 sq. ft.|restaurant. 692 Include. Revise TAZ 11 Carlsbad Paseo,North 61 ,B60 sq. ft. COmrhercial 3.532 include RevlSieTAZ 12 Carlsbad Paseo South 120,000 sq. fL commercial 5,868 Include Revise TAZ 13 14 Legoland Hotel 25,0 room resort hotel 1,800 fnclude TAZ ok Green Dragon: Tavern 21,334 sq. ft. restaurant and bboK stojef 1^5 Indlude TAZ ok Bressi Ranch: Rlanded Industrial Increased TAZ to 15.0 KADT 15,D0tj Include 50% plus 3 hotels Revise TAZ to include Project, 3 hotels, Pizza Port, Gas Station. 16 Palomar Airpdrt Commons 15.0 acre com ni unity conl merdjal 12,320 tnclude TAZ ok 285,000 sq. ft. community commercia 22,752 Include TAZ ok 17 La Gosta:Toyv'ne (Renter 128 candominium^ dwelling: units 1,024 No TAZok 64 single family dwelling units, 640 Mo TAZok 55,000 sq. ft. office 1,100 no TAZok TAZ: Traffic Model Trafflc Analysis Zone APT = Average Daily Traffic Vblume An~lys_l: lnlei:occ~6n: Fulllf<l! COOd!Uo11: Cat¥. · Compal)y; Pr9J~C!: Hulitt:er~ Jll.cob Swim EJ ca~nO' R!iill/ Lilvii.nle sveet: ·o\t)_erPtojec~ M!012Q11 lkba~ Sy,tcm3 /\l)$0;llltes, Inc. 002312 Other Projects lnteliuictioh ii Et#-~~~ t;J~me~ L!l,y~n~ $1f!le\ NIS slr'eel Nani_O:-EJ Camin'o R~al TP^FFIC IMPACT ANAJLYSIS For LA COSiA TOW lSQtJAR£^ Prepared for ASPEN mOPERTIIS D,ecember,.23,200,8 © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLAwkli-JG&B!^GlNEEfelNG, MARKETI^ CONSULTANTS TO mDUSTRY AND,C3QVERN,MEMT 4540 Reaniy Villa Road, Suite 106 SanDiego, CA 92123-1573 (858) .550-4911 La Costa TQVn Square Aspen Properties © Urban Systems AssopiateS, IrK:. December 23,200.8 TABLE 4-1 Project Trip GeBeratioa PropOs.ed Broject Amouut Trip Rate '/„.!..;,.^:...;,.-„jja.v AM PEAK HOUR PMPEAK HOUR PropOs.ed Broject Amouut Trip Rate '/„.!..;,.^:...;,.-„jja.v ADT % In/Out In Out % n In/Out In Out I Conjraunity Shopping Center SF 80 /KSF 2-2,752 4 910 ' .S : 4 54.6 m 10 2,'27;5 5 : 5 1,13^ ,i„te ^Condominium 12.8: I3U /DU 1,024 :8 82 2 : S m 10 1,02 7 ; 3: 71 -il, 31 iSmgle'Fsimiiy: Resiaentjal m m. 10 /DU 8 51 ^ : 7 i-5 36 10 7 ,: 3, 45 I; 19 *: 55,000 20 1,1,00 14-154 :? ? I i3S> 15 13" :i4:3 ,2 : 8 29 9 -' 114 TOTAL 25,516 1,197 716 481 2,S84 1,283 ijidi :l; : Legend; ©'-Trip, rates source,is SANDAG Traffic Generation :Rates, for the San Diego Region, April 2,002. •"KS'F^hOTSMia'S'Ctcare-Felt Dtr = Bwslling Units. 00070'^ 4-4 0007G4Jlepdrl_H.(bc •in Cpstn Ta\-vn Square Aspen Pfoperiies © Urban Systems Associates, Im, December 23. 2008 NOTEA: ,At the: IiitsT5tatii,:5./(La:C(3sta A.'i'eiiue;anci .rtil.eistai? 5 /Leti,cad,ia Eoulevard .iniferchanoe, the ,dis,{ribution is split 3:& to and fTom tho;north aTid 3% tt> aricl frorrt ftiis south. FIGURE 4-2 Project Trip Distributiori Percentages 0.00704 4-5 OOOIOHJeportJldoc La Costa To^in iSqim'e Aspen Prpperties I Urban Sysienis Assoeiates, Inc. December 23,2008 w FIQURJE 4-4 Projeqt 0»ly Average Dail}^' Traffic 0Q07O4 4-7 OOO/OyReporlJLdoc ia Costa Tom Square Aspen Properties © Urban Systems Associates, .Inc. December 23,2008 Page l pf 6 ;K i t ^7/13 t k \r •^ ,ui in Raridlio Sartta Fe Road al Sail Marcos Drive 00 r« 03 ,/j(aitct Or. Rancho :Santa F» Road at ;|slan:d Driv^ > 7/1 3 \r f» in cvl — Rantjfio Saofi Fe RbatJ „<••<, 7/l'3 M,eli'bse ;Prive at Palom'ar Afrport Road % 1 t lo o to M "--N IS, ir> Randho Santa Fe Road at Camino .del Arrov:0 It! J?aric/io Swiiido in Melrose, Drive at Rancho Br'ayado: FIGURE 4-5 Project Oftly AM / PM PeakIBbur Traffic 000704 4-8 0001M_RaporiJi.i\oc Hi/. 'cJL x M' 5 •2,^ 57^ ,/|5T 4- The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX E Near Term With & Without Project Synchro Worksheets 002312 E 0023I2-ReporlC.doc HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Near Term AIVI 5/15/2013 —• > f ^ ^ A .'!;A£fl, t\yfe jrjL.^ Ij^^P SV^;3~-:--!;3-::-'-""'.^-;5^ Lane Configurations Volume (vpf^ 1262 102 117 1355 30 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost ttme (s) ' ;4o 40*' 4^0 JO "40 ' Lane Util, Factor 0.95 1.00 0.95 1,00 1.00 Frt ' \ . , ^ ' 0 99 " ' ^^ 00 1,00 Vl 00 0.85 Fit Protected 1,00 0 95 1 00 0 95 1 00 Satd;FJpw{prpt)^ 'SSOQ- . 1770'^ 3539 ,17"70;.458| - W"i '"'^ Fit Perniltted 1.00 0,95 1.00 0.95 1.00 Saldflowfperrnf'^' , . 3500 " f770 - 3539 ' 1770 ISSS* ^ ' ~- Peak-hour factor, PHF 0.90 0,90 0.90 0,90 0.90 0.90 Adj.:FloV(yph): - '1402' iy^^Wi^i^ iii?^ ^Wc^0^iiWrW 'W^^\ RTOR Reduction (vph) 6 0 0 0 0 64 LaneGrbup Flov/fvpti) 1509 "^T •"'l3t)Tl566'' "^33 ' • 6^ Turn Type ^5tectld_Phases Prot custom Turn Type ^5tectld_Phases 2/ Permitted Phases 8 Actualedfereen,-G{s) 41 1' "8j).S53l7''T2 7 §2 WW. " ' Effectve Green, g (s) " " 417 8.0 53.7 6.2 6.2 ActuaWiJcmp^'"^"^ 0 61 . Ojr' 079' ,\0 09'^ 'O'OT Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 30 ' 30 ' '3 0 ' 3 0 3 0 Lane Grp Cap (vph) 2149 209 2799 162 145 v/s TRabo Proj' , \'^ « fcO 43 ^ 0 07' cQ43 cQ02 ' v/s Ratio Perm o.oo' v/c Ratio Q.70 ^62 '0 54 ..0^20 0,04 , ^ :i^Mv^ii^^WW'^'WV::i: "^r! 'W^ Uniform Delay, dl 8.9 28 5 2 6 ' 28 6 28 1 Pcc^ressiori factor'-100 '^"^-^'lO^l'^ JOO joo'.M'oo ' ""^ ^ Incremental Delay, d2 Delay (s)L/\ 1.1 5.7 0,2 0.6 0.1 " ^ " Incremental Delay, d2 Delay (s)L/\ 99 W" 34 2"''' 28 292/x2a3'^ ,\ T ' Level of Service A C A C' C Approach Delay (s>) 9-* ^ * ^' r 53 ''28 6" Approach LOS A ' " A " C HCM Average Control Delay HCM Volume lo C?pac ty ratio Actuated Cycle Length (s) IplerseCtio/Capacity Utilization Analysis Period (mm) c Critical LaneGjroup ^ . N 8.2 '^064 67 9 57 9% • 15 HCM Level or Service Sum of lost time (s) rcU Level of Service 12.0 Baseline Synchro 7 • Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Near Term AM 5/15/2013 t V iliS& iSM:.ilii:?ifi£:£2.i:il:i^ Lane Configurations V\ f m *i H Voljme(vph)" 44 20 1772 129 59 1955 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 , . 40 40 J.Q^ ' 40 Lane Util, Factor 0,97 1,00 0,91 1.00 095 HW ^ 1.00 • 0 85 0 99 1.00 ^ 100 Fit Protected ~ 0,95 1,00 1,00 0,95 1.00 Satd.jfow(prot)^, ' , 3433 •1583-5034 1770 3539^^ " ^ Fit Permitted 0,95 1,00 1 00 0.95 loo""' Satd'Flow (perm) 3433 1583 5034^^' 1770' 3539 Peak-hour factor, PHF 0,90 0,90 0.90 0,90 0.90 0,90 mmmv'kw 4.9 22 1969 143"' 66," RTOR Reduction (yph) Lah6 Groiap'Flow (vph). > 0 20 6 0 0 RTOR Reduction (yph) Lah6 Groiap'Flow (vph). > 49 ^' ' 2 2108 66 Tum Type Er^ictiphkses". - custom Prot Tum Type Er^ictiphkses". -t. 8 •ai. ^ IIBI Permitted Phases 6 Actuated Green G (s) i03 103 108.5 92 1217^ " , , Effectve Green, Q Actuated g/C Ratio' 10.3 10,3 T08,5 9.2 1217 Effectve Green, Q Actuated g/C Ratio' 0 07 0 07 0 78 0,07 0 87 ^ Clearance Time (s) 40 40 4,0 4,0 4,0 Vehicle Extension (s) 3'0 30 • 3,0 30 30 Lane Grp Cap (vph) 253 J_16 3901 116 3076 v/s Ratio Prot cOOl 0 42 0 04 c061 ^ v/s Ratio Perm 0 00 v/c Ratio 0.19 0 01 -,"0 54 -.0.57 •> 0 71 -liiliiiBlliilliillB^ Uniform Delay, d1 eo9 60.1 6.1 63 5 3.1 Progression Factor - LOO -i.po 0 95 tSo 100,. .\ Incremental Delay, d2 04^ 6.0 0.5 6.3 14 Delay (s) "x ' " 61 3 ' 60'2 , 62 69" . 4.5 Level of Service E E A E ' A Approach Delay (s) 6~1 0' 5 2 6 4\ Approach LOS E A A HCM Average Control Delay HCM \^lijm^ to Capacity ratio-' Actuated Cycle Length (s) ^ Intersection Capacity Utilization Analysis Penod (mmj c'^ 'Critical Lane Group 7.2 0 67 140.0 64.0% 15 HCM Level of Service Sum of lost time ^s) ICU Level of Service 8,0 ' 'c Baseline Synchro?- Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Near Term AM 5/15/2013 > —• > r *-t V \ IHifisM,,,- ' 3:;iil:5 liHil 2iili:i;; Lane Configurations ft r \ f itt* V\ ttt f Volgrpe (vphj ^ 763 312 299 118 561 227 220 719 21 148 1032 724 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 ^ 1900 1900 1900 Total Lost time (s) 40 40 ''40 iO 40 40 , 4.0 ^ "40 40 '40 40 Lane Util Factor 0.97 0.95 1,00 1 60 C95 1.00 0.97 0,91 0.97 0.91 1.00 1 00 "l.OQ, 0 85 1 00 ^iloo.. 0 85 loo 100 -.1.00 1.00 085 Fit Protected 0.95 1,00 1,00 0.95 1,06 1.00 0.95 1,00 0.95 1.00 1.00 Satd Row (p(ot) •3433 3539 ,1583. Wmw 3539' 1583 3433 5064 3433" 5085 1583 Fit Permitted 0.95 1.00 1,00 0.95 1,00 1.00 0.95 " " 100 ""0.95 1.00 100 Safer'Flow (peW \ 3433 3539 1583 1770 3539 1583 3433 - 5064" " '3433 " 5085 ""1583 Peak-hour factor, PHF 0.95 0.95 0.95 0,95 0,95 0.95 0.95 0,95 0.95 0.95 0.95 0,95 AO] Flow (vph) 803 =328 315 124 5-91 239 232 .757 ' 22 156 1086 ' \762 RTOR Reduction (vph) [ane^roup Flow (vph) 9' b 0 169 d 0 131 0 2 0 0 0 14 RTOR Reduction (vph) [ane^roup Flow (vph) 9' 803 328 146' ^24" 591 "108! ' 232 777 ' 0" • '156;" 1086 748 Turn Type Prot Perm Prot Perm Prot Prot pm-i-ov pTotectecrPhases 5 2 6 3 g - 7~"-4' WWJ Permitted Phases 6 4 ^ctiJaiefGTeetii? WW W. ^9 ^ 54 6 54.6 :^14.5 29 2 29 2 •'44 4 .?r'iS:.;.-.Wi5:;:HW:V-'3.-"-'10 5 ..419" 1818 Effective Green, g (s) Acfu|fedg/a"kat'o 39.9 54,6 54.6 14,5 29 2 29.2^ 13,6 44.4 10.5 41,9 '^818 Effective Green, g (s) Acfu|fedg/a"kat'o 0 28 0 39 '- 0.39 -010 ' 0 21 0 09 0 32 008 : 30:30'''^ >0.58 Clearance Time (s) 4.0 40 4,6 4.0' 4,0 40 4,0 40 4.0 4,0 ' 40 Vehicle Extension (s) 3,0 30 3.6 30 3^0 "3"'0 > 30 30 3.0 • '3.0 30 Lane Grp Cap (vph) 978 1380 617 183 738 .330 . 319 1606 257 1522 970 v/s Ratio Prol/ / ' c0 23 0 09 0 07 c017 c0 07 015 0 05 0 21 CO 22 v/s Ratio Perm 0 09 '0.07 0 25 v/aRalio' '/^^ 0 82 0 24 0 24 0 68 \-o.8o:-0 33 0 73 -'0.48"-0 61 0 71 ' -0J7 Uniform Delay, dl 46 7 28,7 28 7 60.5 526 47,1 61,8 38.6 62 8 43 7 22.0 Progression^Facto' 1.06 1.00 100 0 80 ' 0,86 • 0 98 '0 91,^-103 0 94 103 ' 116 Incremental Delay, d2 Delayls')' 5,6 0.1 0.2 8.4 5.5 0.5 7,9 10 2"9 2.1 2.8 Incremental Delay, d2 Delayls')' 523 28.8 28.9 56 9 50 8 46 7 •-".640 40 9 61.9 469 ' 2^8 2 Level of Service D C C E D D E D E D C Approach Delay (s) •• 41 9 50,6 45 2 «^W^W^WiWS^''' 40.9 Approach LOS D D b D" HCM Average Control Delay l;;|Cf»^ Volumf Jd Capacity ratio Actuated Cycle Lenglh (s) Irjterseqtiori Capacity Utilization Analysis Penod (mm) c Critical Lafia Group 43.9 0 78 140.0 76 8% "15 HCM Level of Service Sum of lost time (s) ICU Level of Service ^ D 12.0 D Baseline Synchro 7 • Report Page 3 HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Drwy. Near Term AM 5/15/2013 —*• > ^ t V [ V &il-y ail m •mw Lane Configuratons tli % Volume (vph) 39 362 70 28 767 82 24 5 10 45 10 124 Ideal Flow (vphpl) Total Los! tirtie (s) 1900 ^ ' 40 1900 .4,0 1900 :,-f^?;;^:f>J2:-;:-:;>^ 1900 4.0 1900 ' 40 1900 1900 ^ 1900 40 1900 1900 40 . 1900 40 1900 Lane Util, Factor 100 0 95 1 00 0.95 1.00 1,00 1.00 Frt 1,00 098 lOtf 0.99 0.97, 100 0.86 Fk Protected 0.95 1,00 0.95 1.00 0.97 0.95 1 00 Sit^; FlbW'(prQt) 1770 3453 1770 3488";. 174§ 1770 16()4 FltPermJed 0 95 1,00 0,95 IOC 0.97" 0,95 1.00 Satd" Flow (perm) •1770 . 3453 1770 3488 1746 Vi:^-?\:;t'!^'^ '1770 1604 Peak-hour factor, PHF 0.90 0,90 0.90 0,90 0.90 0,90 0.90 0.90 0,90 0.90 0.90 0,90 43 402 •78 31 91 27 • • 6 "• 11 50" "IT" 138 RTOR Reduction (v^hj talrelsroup F'lowwTi)' •> 0 15 0 0 8 "o 0 10 0 6 121 0 RTOR Reduction (v^hj talrelsroup F'lowwTi)' •> - 43 465 " '0 '3f 935 0 6 ' 3T ' 6 :"5o'"' 28' 0 TurnType f rjl^edf^ases "W^W Prot 7 4 Prot 3 > 8 », J ... Split _ 2 2 mm Split 6 .6 •^^ ^ ^ Permitted Phases Actiiated Green, G(sj 38 • 34 5 2 5 33 2 83 87 87 Effective Green, g (s) 3.8 34,5 ^2,5 33,2 8.3 8.7 8,7 Acfu&le'dg/C'Ralio" 0 05 049 "0,04" . 047' i ^ '0J2 012 012 Clearance Time (s) 4,0 40 "4,6 4 0 40 4.0 4,0 Vehicle Extension (s) v ' . 3.0 3 0 3 0 3 0 30 3 0 3.0 Lane Grp Cap (vph) 96 1702 63 1654 207 220 199 v/s Ratio P|6t C0 02 0"13 0 02 c0 27 'c002 ^ c0 03 0.02 v/s Ratio Perm y/q Ratio 045 0 27 049 057 017 0 23' 014 Uniform Delay, dl 32.1 104 33,1 13,2 27,7 27 6 27.3 Prog'fessioij Fj^actor 0 60 f31 1 00 ^ 1,O0~ 1 00 100 100 Incremental Delay, d2 3.2 04 5,9 1,4 04 0.5 '0.3 Delay , , 224 14,D •39.1 14 6 281 281 27 6 Level of Service C B D B'" C C C Approach Delay (s) IT '-14.7. 154 28.1 27 8 Approach LOS B B C C HCM Average Control Delay lHib|i|^Q(ijjje to_pa(^ Actuated Cycle Length (sj [ntersection Capacity Utilization Analysis Penod (mm) G|^l|o||Qi|Sf yf^l^ 16.9 0,44 ' ^ mo 52.0%^ : 15 HCM Level of Service Sum of lost time (s) iOU Level of Service' ' B 16.0 A Baseline Synchro 7 -Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Near Term AM 5/15/2013 Lane Configurations Volume'fvph) Ideal Flqw (vphpl) Total Lost time (s) *iV 20 1966 "io 2 WMWW 1900 40 1900 3 1409 1900 1900 4.0 4 0 Lane Util, Factor " oif' 6.91 'lOO 0,91 Frt• ~ 1 00 ^ 1 00 100 . ' ~ , ';' Fit Protected IM" 1.00 0,95 1.00 Satd,'Ffow Cprot) , FItPermitted •3412' 'OM^ ,-5071;:/ i.66 1770 5085 " , . . r " 0,95 100 Satd. I^lovi/(penny ' ' ^ f34l2t, 5071 " 1770 5085 Peak-hour factor, PHF RTOR_^Reductlon (vph) Lane Group Flow (vph) O.90 22 2 - 22 0.90 ' '2 0 0,90 ; Mi 1 '^1029' 0.90 • 0 0,90 0,90 ,J 156§, . 0 0 ""3 ' 1566 " ' ^ — - TurnType^^_ Protected Phases Permitted Phases 8 Prot :S>i:S>*S:!s:€5Siaia»::j5ffi /\cTu^tfd iSr^en, G (s) ^ Effective Green, g (s) Actuated g'C Ratio' Clearance Time (s) 4.2 42 '0,'03"'' 4.0 '''**''"••"*••*••'•'•• 122,5.' 122,5 0.88 40 '•fSVS^^ 1 3 ' 1278^ _ ^ 13 127,8 ip^iiii^iiiiiiiiiPiPiiiiiiPii;^ 4.0 4 0 V'efiicle SdensTon (s) ' ' , 3.0 iilOS' 3.0 30 30 ' ' Lane Grp Cap (vph) v/s fetio Prot 102 c0 01 •.4/;-5.f^-:?:rf,f';v5J. 4437 0 20 16 4642 0 00 c0''31 v/s Ratio Perm v/c Ratjp .0.22 0.23 IsosiiHiiiii'iapiii Uniform Delay, d1 Progression Factor^ Incremental Delay, d2 Delay ($) '; Level of Service 66.3 too 1.1 67 4 . ' " "'1 1.4 * • 0.76 "o.f" 12 A 68,8 0.8 . 0 76 1 22 4.5"6,2" " IIS)iliiSiii|iiii^^ )^pproac^^pelay^(s) " Appmadn LOS 67 4. E 12 A A ^^^^^^^ HCM Average Control Delay 1.8 HCM Level of Service A hICM Volume to Capacity ratio .0,33;,/-SMlliiiiiSiiiiliiiiiisiiii^^ Actuated Cycle Length (sj ir|tersectlon::Capaeity:li|li||Sor)|; Analysis Period (mm) c»CriE8|Fj||H8^sti|^^ 140.0 y 2='^ 15 Sum of lost time (sj ""fCQlevel of^efvi'ce; 8.0 Mm! Baseline Synchro 7 - Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Near Term AM 5/15/2013 > > Mii. .jmy mm '•y •> H ^W Ji-'^L-m Lane Configurations \* t f ttl^ yolume (vph) 18 2 5 140 3 126 14 880 27 52 1330 34 Ideal Flow (vphpl) 1900 mo'' 1900 1900' '1966 1906' i960 1900 1900 1900 1900 1900 Total Lost time (s) '/ 40' - 4.(5 4.0 • - "4,6-•:• 4.0'" - - .4,0- . 4 0 - '4,0; :i/;>:.:-\j,.ri; Lane Util. Factor 1.00 1,06 1,00 1,00 1 00 100 0-91 1.00 0.91 1 00, '-.0,^8^';,. 100 1 00 0 85 • • 1,00 -1.00 ' , , .100\ 100 Fit Protected 0.95' 1,00 0 95 "ioo 1,66 0,95 1.00 6.95 ioo Satd Flow (prot) 1770 1653 ' 1770. 1863 •iill '••1770'' 5063 1770' 5066 Fit Permitted 6,95" 100 0 95 1.00 166 0 95 100 0.95 100 Satd .Flow (permf ' . ' 1770 '•l'fe3'' 1770 1863 1583: 5063' '1770 5066 Peak-hour factor, PHF 0,90 0.90 0.90 0,90 0,90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 Ad/Flo//Jvphj -20: 2 6 156 •l40" .^,38 RTOR FReduction (vph) 0 5 0 0 6 -' 0 2 0 0 1 0 Lane Group Flow (vph) * ' ~ 20' ' 0 • '' 156' ' 3 29' • •ioo6>'"'; 0"'^'""58''^Igir^' 6 TurnType Prptectl^ Phases ' J Prot Prot Perm Prot Prot TurnType Prptectl^ Phases ' J WWWJ: 6 3 lilHH' Permitted Phases 6 /VctuatedGreen G (si 44 157 176 28 9 23 9 .32. 820 87 875 i.--..:..,-:;.-.":...!.••:; ^.-.-£V»•:^^-^\*i^v•t*^•^v•..•:\•^^,?^^.r,'^' '*S:fe;:#:"- Effective Green, g (s) Actuated g'C Ratio 4,4 15.7 176 28,9 28;9" 3,2 82 0 8.7 87.5 Effective Green, g (s) Actuated g'C Ratio 0 03 '"•ori I. 013 0 21 0 21 0 02 0 59 0.p6>'^'0 6'2 Clearance Time (s) 40 ...^ '"Jo" '" 46' " 4,0 '4,0 40 40 40 Vehicle Extension (s)' . 3.0 , ^'•"•T3.o';\-\ 30 3 0 3 0' "^3.0 .30 .':y.30"' ' 3.0 Lane Grp Cap (vph) 56 185 223 385 327 40 2965 110 3166 v/sRat|o prot. o'oi "P.-OO , liK iiilll 001, '020 cO.03' CO 30 v/s Ratio Perm cO.02 v/c Ratio ^ - - • " 0 36'^ . 0 01 070 -0,01 0 09 • ,o,4o; 0 34 053" 048 Unifonn Delay, d1 664 ' 55.3 58.7 ""442' '44;9" 67.5' 15.0 63,7 14,6 P[ogr6ssion,Faetor "^JOO ' •MOO" . 100 • \ipo if661 • 100--'i700". ^ . 0'80 • ' j95 Incremental Delay, 62 3^-•"6,6 "" 9.2' 6,6 o.^ ' 6.4 03 43 ^05 Delay{s}"-- •^ " '70,3 " ;;55,3 67 9 4^2 45 0 73.9 153 553 279 Level of Service E E "E" D "E B E C -65 0 .569 ^16.2' 28.9 Approach LOS E E B C HCM Average Controi Delay fiCM Volume to Capacity ratio •: Actuated Cycle Length (sj |ri|^^iii|§|||t|^ Analysis Period (min) c Critical L*ane Group 27,7 - 0.45;: '140"6" ' 15 HCM Level of Service Sum of lost time (sj liiQie^eiaft^flitSS 8.0 Baseline Synchro 7 • Report Page 6 HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Near Term PM 5/15/2013 Lane Configurations tT* Voiurne (vph) T 1599 Ideal Flow (vphpij 1900 Jotal Lost tme (s) ' ' ^ 4 0 Lane Util. Factor 0.95 Frt ••;- ; ' ^0 99 Fit Protected 1,00 Satd,Flov^>jo't), " 3519 FItPermitted 1,00 $atd.Flotv'fp%'mn)^^ ' . 3'519 65 1900 1 101 1900 •4.0 . 100 \tPP.. 0.95 1770 - o.o's 1770 tt 1354 1900 40 0,95 i'oo 1,00 3539 loo" 3539' \ 55 1900 40 1.00 1.00 0,95 1770 0,95 1770' 123 1900 40 1.00 0 85 100 •1583 1,00 1583 Peak-hour factor, PHF RTOR Reduction (vph) Lan^G>6^p1=loV?(^h) 0.90 0.90 1777 .72 "4 ' " 0 1845 0 0.90 il2 112 0,90 f5pT 0 1504 0.90 61" 0 ' 61 0.90 121 '16 es • Turn Type Permitted Phases Effective Green, g (s) ^Mted'g/Cpio-:;" Clearance Time ^s) Vehii^e'Extension (s) '374 374 '. aeiv 40 3.0 Prot 1 51 5,1 0.08 4.0 '30 custom 6 .'3 46,5 46,5 <or75\; 4,0 30 72 7.2 012 4.0 "30 8 72 7.2' 4.0 '^30 < V 1 •*• 11T ». usr Lane Grp Cap (vph) 2133 146 v/s Ratio Prot "\ ^ ^c0 52 " ^ J c005 , v/s Ratio Perm v/cfetio \ 0 87 ' ^ 0 77 . Uniform Delay, d1 10.1 27.7 Progression Facto; 1 00 1 00 Incremental Delay. d2 3.9 21.1 PilayM, _ . ^ . .s14.0"\, ^"48 8 Level of Service , ^ D Approach Delay (s) ' ' 14 0 Approach LOS B 2667 207 0'42 c0 03 0 56 3.3 0.3 35 A 67 A 029 24 9 1 00 08 ,257 C 24 9 C 185 ilP 0.01 0 09 24.3 .1.00 0.2 24 5 C HCM Average Control Delay HCM Voluire to Capacit/ r'u Actuated Cycle Length (s) lntersfec|pp Capacity litilization Analysis Penod (mm) c Critical Lane Group 114 0.77 61.7 •=15; A 15 HCM Level of Service S?3isSS;<g|5':i%;?2S6 Sum of lost time (s) ""ICU Levefof Service •: B 12.0 C Baseline Synchro 7 • Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Near Term PM 5/15/2013 t V i wm^: ..V Jill- Lane Configurations V\ f ttl* tt Volume (vph) 119 83 2240 ;:?ii4' 27 2051 Ideal Flow (vphpl) 1900 1900 1900 jgoo i960 1900 Total Lost time (s) liilliiiilRiS 40 40 . ^ Lane Util, Factor 0.97 1.00 o'gi 1,00 0.95 Frt ' \ ^ " -" ipo 0 85 0 99 iiiffiiliiiiiiliilg^ Fit Protected 6.95 " 'i'.OO' 1.00 0^95 1,66" SatdjFlowfprot) 3433 " 1583 5048 -/ 1770-3539' Fit Permitted 6',95 1.00 1.00 0,95 1,00 Satd. Flo&-(perm)' '. 3433 1583 5048 1770 3539 Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0.90 0,90 A!dj,JJow(vph);'^ .< 132 92 2489 f27 30 RTOR Reduction (\ip\\) Lane Group Flo;/ (vph) 0 64 3 0 0 0 RTOR Reduction (\ip\\) Lane Group Flo;/ (vph) 132- 28 2613 0 •'^30; 2279^ ' '" " Turn Type custom Prot 8 ^;:|r.^'>>;~:;i'fs Permitted Phases 6 Actuated Green, G (s) 112- 11.2 •4;^.-S!;i'!45S::' 45 ^20 8^' " " * - Effective Green, g (s) 11.2 11.2 112,3 45 120.8 Acfugted g/c;^Ratio' _ 0 08 0 08 0 80 0 03 '0.86 ' ~" ^ Ciearance Time (s) 4 6 4.0 40 ' 4.0 40 Vehicle fektension-'(s)• ' 30 ' 30 - 3,0 - , -S.O -^ ^ 3.0 V -,/ . ^ . Lane Grp Cap (vph) 275 127 4049 57 3054 V/s3atio prot ' ' c004 ^ 0,52' 0 02 C064 v/s Ratio Perm 0 02 V'C Ratio ^^0.48'' 0 2'2 0 65 .-/o.ss:' Uniform Delay, d1 61.6 ~"60,3 57 6B.'7 ' 3.7 P.'ogressipn Factor , 100% 100 1 19 . 1-QO^ iiSiiilWIiiSilliPWK Incremental Delay, d2 13 0.9 0,5 85 •'•'17 Pe!ay{s)v'vL:^,.;^' 629 61? 73 75 2 5.4 ^ :'..;' ^ ;• . ''^ Level of Service E 'E A E A Approdch Delav (sj 62 2 " " "7 3 IpSPiSIIIIRliiii^piplfiflliii Approach LOS E A A HCM Average Control Delay H'p;M^-yplOm;e;^^^ - Actuated Cyde Length |s) lrifer§gctfqq Gap'aci'ty Jjtitization. /^alysis Penod (mm) c . bntical Lane Group - 9.2 0 72 ' 140.0 66.8%,: '15 HCM Level of Service Sum of lost time (sj fCU Levefof Serace ;• 8.0 ifil Baseline Synchro 7 -Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Near Term PM 5/15/2013 > r *-^ t A V •gggBig ;vi^-' ijj Lane Configurations tt f tt f V\ ttl* ttt Volume ^vph) 836 681 321 107 459 237 246 1092 67 350 1270 908 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost timfejs) ^40 40 4,0 40 40 40 40 40 40 40. .40 Lane Util. Factor 0.97 0,95 100 100 0,95 1.00 0,97 0,91 0 97 0,91 1.00 Frt . 100 100 0 85 100 1 00 0 85 100 0 99 1 00 too _ 085 Fit Protected 0.95 100 1.00 0.95 1.00 100 0.95 100 0T95 100 •* Aft lw Satd_ Flow/(prot). 3433 3539 1583 . 4770'. 3539 1583 3433 5041 V 3433" 5085 158^ Fit Permitted 0 95 100 lo'o 0.95 1.00 1,00 0.95 1.00 0 95 1.00 1.00 Satd Flow ('perm) ' > '3433 3539 1583 17'70 3539 '1583 3433 5041 '3433 5085 1583 Peak-hour factor, PHF 0,95 0,95 0,95 0.95 0,95 0.95 0.95 0.95 0 95 0,95 0,95 0,95 Adj Pl® (vph) 1 ^ 880 717 338 113 483 249 ••259 wm: 'w 71 ' 368 1 ''''9S6 RTOR Reduction (vph)^^^ Lane Group Flo ,v (vph) 0 " 0 "l63 0 0 134 0 4 0 0 0 13 RTOR Reduction (vph)^^^ Lane Group Flo ,v (vph) -880'" "717 " V75 li3 ' 483 115 '259 1216 "0 zeT 1337 943 TurnType Profected Phases Prot 5 2 Perm Prot 1 6 Perm Prot 3 8 Prot . -7- -- • 4 pm•^ov PermitFed Phases 2 6 "4 M^^¥pC4{^ly^^W 44,8' 56 3 56,3 J34" , 24 9 249 131 3&i'Vi^^'^^!t7j-412 /|6 0 Effective Green, g (s) ^4 8 56 3 56;3 " 13,4 24.9 24.9 13,1 36.8 17.5 41,2' ' '86.6 Actuitedg/'C Ratio---0 32 0,40 0 40 '010 018 018 0 09 0 26 0J2" 0 29 ' 0 61 Clearance Time (s) 40 " 4,0 40 4.0 4 0 40 40 40' 4,0 4.6 40 Vehicle Extension (s) 30 30 30 3.0 30 ~ 3.0 • 30 30 " 30 30 ' 3 0 Lane Grp Cap (vph) 1099 1423 637 169 629 282 321 1325 429 1496 1018 v/s Ratio Prgt 0 26 020 0 06 c014 008 X 0^24 c0.11 ^ 0 26 c0 30 v/s Ratio Perm 0,11 ^ 0.07 0 30 v/c Ratio'; J ^ 0 80 0 50 0 28 0 67 0 77 0 41 0 81 0 92 0 86 . 089 0 93 Uniform Delay, dl Progression Factor 43 5 314 28,1 61.2 54 8 51.6 62.2 50.1 60,0 47.3 24,2 Uniform Delay, dl Progression Factor : 1.00--100 •'• 1 00 •1,'06" 09§ 128"-0^6 10. 108 097 0'93 Inc'omental Dehy d2 Delay (s) 4.3 ^ 6,3 'o;2 35 5.0 0.9 13.0 11.0 12,1 6.7 109 Inc'omental Dehy d2 Delay (s) 47 8 31.7 28 4 .73 4, 58 7 66 3 631 62 2 76 9 527 . '334 Level of Service D c C E E E E E E D C Approach Delay (i) 384 62 9 32 4 49.1.' Approach LOS D E E ' D HCM Average Control Delay H'CI»/t Volunie to Capaciiy ratio^. Actuated Cycle Length (s) ijifersiction'CapicitYutilization Analysis Penod (mm) c .Critical Lanfe Group 50,6 088 140 0 85 97, 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 5.0 E Baseline Synchro 7 • Report Page 3 HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Dnwy. Near Term PM 5/15/2013 > ^ t V I V mmmwmwywMwmwBmimmmmiMwx^^wmk......mi m\ wm-^^ Lane Configurations Volume (vph) t^ tti Lane Configurations Volume (vph) 59 899 80 20 592 83 72 20 37 122 16 168 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 40 40 40 40 •iiSRs 4.0 40 4,0 Lane Util. Factor 100 0.95 1,00 6.95 1,00 1.00 100 Frt " \ / 1.00 -:.Q.99' WW:i'!^^^-1*00 ' 0 98 0 96 100 tf86 Fit Protected 0,95 100 0,95 1,00 " 0.97 0,95 1,00 SatdptoVtprot) ^ 1770 3496 1770 3474 1742 1770 1608 FItPermitted 0 95 100 0.95 1,00 0.97" 0 95 1,00 Satd,Tlow'(perm]' 1770' 3496 1770 ' 3474 *^s^;;^;*yi&";i:^-; "1742 !7"70 " 1608 Peak-hour factor, PHF 0,90 0,90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 AdjFJow(vphJ 66 9Q9 " 89 22 658 ' 92 ^ ^'80 * 22"" 41 136. "18 187 RTOR Reduction (vph) ^ Lane Group Flow (vph) 0 7 0 0 13 ' 6 0 23 6' 0 158 0 RTOR Reduction (vph) ^ Lane Group Flow (vph) 66 i"o§1 6 737 ^'o 120 ' ' 0 13f 47" ' ^"0 Turn Type Prot Prot Split Split 7 4 •mm •^v '/SN 2 2 •< * ^ » 6 .....,... i. Permitted Phases «t^r,e|Q,'G(s):.^. 58 30 3 27.0 ^^^Sy::!•'/^'' 103 .. -10? . 109. Effective Green, g (s) Actuated g'C Ratio 58 30,6 22 27.0 103 10.9 10.9 Effective Green, g (s) Actuated g'C Ratio 008 044 0 03 "0.39 015 • " 0.16" 016 Clearance Time (s) 4~0 40 4.0 4,0 4.0 40 4.0 Vehicle Extension (s) 30 30 * 3,0 ^}W^^^^pw^ 30 30 30 S|:;|M Lane Grp Cap (yph) 147 1528 56 1340 256 276 250 v/s'Rati6 Prot v/s Ratio Perm v/c Ratio . > Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s)"'Vr^ '\ Level of Service Xpproar-h Delay (s) Approach LOS cO 04 CO 31 0 01 0 21 045 30.6 152. 17 '482' ^"D 071. 161 - 090": 2.2 \l B 185 B 0.39 33 2 "ioo 45 37 7 D 0.55 168 1 00 " 16 184 B 18,9 B c0 07 0.47 27,3 1 00 1.4 28 7 C' 28 7i C cO 08 > 0 03 049 27.0 '1,00 14 '^8.4 c 0 19 25.7 " i'oo . 04 26,1 C 27.Q C HCM Average Control Delay [pu Y^iljtilJiJCapacity ratio \ - Actuated Cycle Length (s) Intersection Capaqti^ Ujiljzation Analysis Period (mm) p. '^Cntical LaneGroupv - 20.4 0 62 70 0 62 6 ;. 15 HCM Level of Service Sum of lost time (s) CU Levtl o'Servre 16.0 B Baseline Synchro 7- Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Near Term PM 5/15/2013 < K t A V i mmUi\ww:y,j±y mmm -Iliili ws^'WWwyw-W'^wwswMi ';?f ;|» ••JK-'V^: W; WWWwWWl • WiW Lane Configurations m *i ttt Volyme (vph) '41 5 1536 21 7 1360 ideal Fiow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) . 40 ' 40 4.0 40 ; i";Sv^^'i;r\-i'^^;r:!?i^^ Lane Util. Factor 0,97 0.91 1,00 0 91 0 98 . 100 100 100 ' , ^ \ Fit Protected 0.96 1.00 0.95 100 Said>iow(pr6t); ' 3401 5075 1770 5085 " I. '%^fyjr-\yy^WW'^ 'W:^• v'W\ }-:' W FItPermitted^ 0.96 1.00 0.95 1,00 Said. Flow (perm) ' , ,' 3^01 5075 1770 5085 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0,90 0,90 .Adj, Fjo\vivph) •; ; 'la:; 6 1707 23 • 8 RTOR Reduction (vph) 6 0 1 0 0 0 ' Lane Group Flow (vph) 46 "•:o"' ' 1729"" 0 8' ' Tum Type P[9lg.cted .Phases " 6 ^ 8' Prot IIS >!.i<-, 4,^ Permitted Phases ^c^aSgi;fir§^h}^|s]';v\ ^ 62 .120j3 ^-15 l2"5^8:. Effective Green, g (s) 6.2 '120^3 " 1,5 125 8 •Actuated g/C Ratio :-jo4.^ ' 0 86^r-0 01 OS'O" ^ V; - Clearance Timers) 4.0 4.6' 40 4.0 \/ehicle Extension (s) 3.0":1 ^ 30 3C ~'-'30 ^ ' '^'"" 7 » Lane Grp Cap (vph) 151 4361 19 4569 v/s Ratio Prpt cOOl c0 34 0.00' CO 30 v/s Ratio Perni v/c Ratio ' :0?t 0.40 lUfi 042 0 33 Uniform Delay, dl 64.8 21 68,8 1.0 Progressii^n Factor ' / ; too 0.31 SliiiSij Ii5 /297 - < Incremental Delay, d2 1.2 C.2 88 '6,1 Delay (sl 66 0 , o:g . •iisi 87 9 3.2 ^ ;I . aiiiMilSfliiSlil? Level of Service E A F A ApproacH Delay (s) ' 660 0 9 •3 6 ' " Approach LOS E A mm A mm mm AA..^ .....„,..,.,.^_-i.,/.Lr,,^.<..j .f-s.v„._-.„a/xiLl 1 HCM Average Control Delay HCM Volume to Cappcity rat o Actuateij Cycle Length (s) Intefsecttdri Capacityiftiiizailon ' Analysis Period (mm) c'-, Critical Lane Group" 3.2 146.6 4o:i%" 15 HCM Level of Service Sum of lost time (s) ICUleveTpf Service ; 12.0 A Baseline Synchro 7 • Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Near Term PM 5/15/2013 Lane Configurations yplume (vph)^ Ideal Flow (vphpl) Total Losttjme (s) Lane Util. Factor Fit Protected ^^td Ffpwlpfot}'-' Fit Permitted ^ Satd Flowfperm].-..' ?1 1900 '"4.0 1.00 too 0,95 1770 0.95 1770 4 1900 4.0 1 00 0.90 100 1576 1,00 1676 7 1900 87 1900 40 1,00 100 6.95 1770 0.95 17/0 t 0 1900 r 95 1900 40 1,00 0 85 1.00 1583 1.00 1583 20 1900 40 1 00 1.00 0,95 1770 0,95 1770 ttt^ 1419 1900 40. 0.91 0 99 1.00 5014 1.00 5014 147 1900 157 1900 ' 40- 1,00" 100 0;95" 1770 0.95 1770 ^ ttt^ 1532 1900 40 0 91 100 1,00 507J 1.00 "507"f 30 1900 Peak-hour factor, PHF RTOR Reduction (vph) Lane broup Flow (vjh) 0.90 34 0 34 0,90 0,90 0,90 0,90 O.i 4 7 8' 97. 0 0 0 97 J06, 18 0,90 22 0 22 0.90 7 1733 0,90 0,90 0,90 0.90 l3 "o m 0 0 1 0 174 1734 Turn Type Et&teggipifses ""-^^'^^ Pemnitted Phases Aj^#Gr>l5;:G{s),;. ^ Effective Green, g (s) SottiSg/c^atAj ^-^ Clearance Time [s) Vehicle Extension (s)' •r?S:$S'S:: Prot 5 48 48 0,03 "4,0 30 Prot 6' 157 > 15.7 0,11 40 3 0 '12^:: 12,8 0 09 4.0 30 Perm Milk 6 23.7.. 23.7 ff.17.V 40 3.0 Prot 45 003 "4.6 '30 Prot 8 . .77 8' 77.8 0 56 4.0 30 7' 4: 177 91 0 17,7 91,0 013 0 65 40*"' 4,0__' 3 0"T'3l) ' Lane Grp Cap (vph) 61 188 Ws Ratio P[ot , ^ 002 0 00 v/s Ratio Penn v/c Ratio „ s'- 0 56 0 03 Uniform Delay, dl " 66.6 55,3 Progressig£F§c|or., ^ tOO J„00 IncrementaTDelay, d2^ 10.6 ll.l 'DSiis).'y[: " 771 J5 4 Level of Service E E Approacff Delay (s) - ^ ^ .71,5 Approach LOS E 162 c0 05 0 60 61.1 100 5,8 67,0' E 57 6 E 268 cO.01 0.07 48.9 100 0.1 49 0 "D 57 0 01 0 39 66.4 ,100 43 707 E 2786 c0 35 0 62 21 1 ..100 1 1 , 22 2 C 22 8 C 224 3296 cOlg.. 0 34 0,78 59.2 0.95 15.2 714 E • 0.53 '"13.0 106 0.6 14 5 B 19.7 .: B hCM Average Control Deiay HCMVjaiiime'-to Capacity ratio J Actuated Cycle Length (s) Intersectioji Capaci^ Utilization • /Analysis Period (mm) c >C7if6ai Lane Group 23.6 0 55 ' 140.6 •'60.9%:' ^ 15 HCM Level of Service Sum ofjost time (sj ICU Level of Service_ _ 12.0 . B- Baseline Synchro 7 -Report Page 6 HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Near Term + Project AM 5/15/2013 Lane Configurations tl» tt r Volun^e (vph) •"1265 102 118 1360 30 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) , 40 40 40 40^ 4.0 Lane Util. Factor 0.95 1,00 0,95 1,00 100 Frt": ' " ^ o.a9 1 00 1 00 100 0 85 ' , s::^.v;;^;-;,;;f;;f:^i-.:::i^:;. Fit Protected ioo 0,95 100 6,95 1,00 ISatd PM(PM'^'/" 1 , 3500 ' 1770 3539 1770 ^1583 Fit Permitted ioo o;95 1,00 0,95 1 00 safd:>]6\«?tp&m)"'.^'-'....^''-3500 " 1770 3539 1770 ^ 1583 ' Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0,90 0,90 &CFl3wtyp1iLr 1406-113 131 1511 33 ' 70 S ... liliiHil RTOR Reduction (vph) L1lfierGr6upFlow(vphl ^. 5 0 0 0 0 64 ^ RTOR Reduction (vph) L1lfierGr6upFlow(vphl ^. ' T514 0 131 .l5ir " 33 6 ' Turn Type ep»PBis-g?%;:" Prot custom Turn Type ep»PBis-g?%;:" 2 ' ' W' (»»>>j3„» Permitted Phases 8 Actuated fereen.Gfs) "'"4i^. .1 80 53 8 6.2 6 2 ;j^.^:;;;::^;;:;;:;:v:,,^^::;i:^;^vi^:;i:: Effectve Green, g (s) 41.8 8;o 53.8 6.2 62 m^miofdpw. 012 0.79 '0.0^, 059 ' Clearance Time (sj 40 40 4.0 4.0 4,0 Vehicle" Extehsion (s] ' 30 30 ' 30 30 S-O ' Lane Grp Cap (vph) 2151 v/s Ratio Prot"'«";' c0 43 v7s Ratio Perm v)c Ratio J " 'v - 0 70 Uniform Delay, dl ^ ^ 8,9 Progression F.pctbr ' 1 00 Incremental Delay, d2 1,1 Delay (s) IPO Level of Service A Approach Delay (s) 10 0 Approach LOS A 208 ?I07 0,63, 28.6 100 59 34,4 C 2800 c043 0 54 26 ' 00 0,2 28 A 53 " A 161 co:o2- 0 20 28 6 100 0,6 29 3 C 28 6 C 144 0,00 0,04 28.2 1 '00 o.i 28 3 c' HCM Average Control Delay 8.2 HQM^Voiume to Gap^^city ratio" \ ' 0 64' Actuated Cycle Length (s) 68 0 SiiHSS^SiililBiMiliiiSSiiBiS Analyses Period (min) ^ 15 HCM Level of Service Sum of losVtime (s) Tcu Level of Service." 12.0 Baseline Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Near Term + Project AM 5/15/2013 t V l.'j:!MiS2 Iiiii; Lane Configurations r ttT^ 'i tt Volume (vph)' WW0 20 -51777/ 130 59 yfiMWWy' Ideal Flow (vphpl) 1900 1900 Igoo' 1900 1900 1900 Tolal Lost time (s), -. 4.0 IliiP: iilof 40 Lane Util. Factor 0,97 1,00 0.91 1.00 0,95 100 0.85 0.99 100 ililiffiiilil >. '^-Wi^y -^y Vi^yi); 7^-W?^W^^W^ Fit Protected 0,95 100 • ioo 0.95 ioo" 3433 IliisM '5033 1770" 3539 • Fit Permitted 0,95 1,00 100 6.95 1.00 Satd. Flpw"(perm)-c' '•'* .• 3433 l/1PT 5033 f/|p|T 1770 3539 Peak-hour factor, PHF 0,90 0,90 0.90 0.90 0.90 0,90 Adj flow (vph] ' 49 22 '1974 144.-' 65 2176 RTOR Reduction (vph) Lane Group Flow (vph). 0 20 5 0 6"' 0 RTOR Reduction (vph) Lane Group Flow (vph). -»4g-"•',- 2 ^•"2'il4'' WX 66 ' 2i76 Turn Type Protected Phases 1 custom 8 Prot 7 ISHlilE '•^•^Jil-^r iiri^'^l{yijy:.yy'.'^y:usl:['£.-J^ Permitted Phases /^cfijjt?|Gfeb]ii^G'('s^ ~* Effective Green, g (sj Actuated g/C ^tio " ; Clearance Time (s) Vehicle Extension (s) ^ 1Q.3: 103 138 5 ^ 92 ^121 7 • ' 10,3 10,3 108,"5 9.2 121.7 0,07 'o'of' 6778 . 0,07 ' o,87,..',.v '•;;::"" 40 4,6 4,0 ' 40 4,6 30 3:0-^: 3.£)"'" ' Iliili;: 30 " ^ 253 116 _^ 3901 116 3076 :c0.oi / ' "6.66" •0,42 0 04 ISillBiiiiiiliiliH 019 001 0,54, , '0.57' iiliillB 60,9 661 6,1 63.5 3.1 ~ 1,00 M.OQ '164" ; 1.00 plffiiliB^ll^illl 0.4 0.0 0,5 6.3 613 60.2 "-:ip.5^ > Vj69J. 4 5 •• ' ^ E B "E" A 610 10 ipBiiipiiiiaiig; E B A Lane Grp Cap (vph) V/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1_ _ progres'slon Factor : y Incremental Delay, d2 Delay (sj Level of Service /\pproacii.Delay(s) Approach LOS HCM Average Conti'ol Delay HCM Volume.^to(5apacifyratip^ [ Actuated Cycle Length (sj |nfir|^|§||||S3^l|® Analysis Period (min) If|Sji|icai;|ariif 9.3 2b7 140.0 64.1%; ii HCM Level of Service Sum of iosttime (s) fp;Blg|;elfeiSiiift 8.0 c Baseline Synchro 7 • Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Near Term + Project AM 5/15/2013 Lane Configurations tt tt V\ ttT* ttt Volume (vph) 763 313 ,::^'3bi/ Wm" i/;564/ 228 223 723 22 w-^ww. 'iB34\i 724 Ideal Flow (vphjilj 1900 1900 1900 1900 1900 igoo' i960 1900 1900 1900 1966 1900 Tofal iQsl time (s) 40 4,0 4.0 ^ IRoi 40 40 40 '40 • .4.0. -4.0 Lane Util. Factor 0,97 6,95 i6r 1.00 "0.95 "106' 6,97 '0.91 0.97 0.91 1,00 frf ":/.^ r ^ \ ;• fSlioi 1,00 0 85 100 ifiooi 1,00 , .1,00' 0 85 Fit Protected 0,95 1,00 1,66 6.95 1.00 1.00 6,95 i'oo 0,95 i.66 lo'o Satd FIctw (prot);^^ •3433 3539 •1583 1770 3539 , 1583 3433 "5063 3433 5085^ i-583 Fit Permitted " ~ " 0,95 1,06' ' "i'66 '0.95 1.60 "'i.oo' 6,95 "T.OO" 0.95 1.00 T.OO Satd,'Flov? (perm). :T 3433 3539 1583 ?i77o;^^ 3539 i583 3433 5063 3433 5^)85 1583 Peak-hour factor, PHF 0,95 0.95 0.95 0.95 0.95 0,95 0,95 0.95 0,95 0.95 0.95 0,95 m'^mM) W. 803 329 317 . 124 594 .;-^'246i^ 235 761 23 ^157^-. 1088 ''X6^2' RTOR Reduction (vph) Lane Group =lo,v (/ph) 0 803 0 '• '329 - ' 764 ;;i53'>. 6 .;im 0 694 iso 110 6 235 2 782 0 0 0 157 0 1088 • 11 Tum Type Prot Perm Prot Perm Prot Prot pm-i-ov Tum Type .5 2 1 .6 '3 8 7 as . ,5 Permitted Phases 2 4 Actuated Green G (s 39 9 .. 53.5 53 5 14 5 281 *if:3^-,-.i^uc.:.:iv: ';28jr ";i2;9; 45 5 :^-Sn.i:.-;:;.;w:is^ 105 '4.-1 83,0 Effective Green, Q^) 39,9 53'.5 " 53,5 14.5 28.1 28.i 12 Q 45 5 10.5 43.1 83.0 .AB|ial||§rRl;ti^^^ 0 28 0,38" 0 38 ^d.id" /0,20 < 0 20 -\o,;o?; 0.32 0,08 0 31 0 59 Clearance Time (s) 4,0 4,6 • 4;6 4.6 ' 40 4,0 40 • 4,0 40 4,0 4.0 Vehicle Extension .(s) i'.. • . • 30 IPli 3 0 30 30 30 .3:0' 3,0 ' 30 . 3.0 30 Lane Grp Cap (vph) 978 1352 605^ 183 710 318 316 1645 257 1565 984 v/s Ratio Prot c0 23 iiMi Miil G017 IMIi 015 0,05 021 c022 v/s Ratio Perm 6;io' 0,07 0.26 0,82 •' 0.~24.. 0.25- 0 68 •.,0,84 ^"0.35,. -0,48 0.61 070 Uniform Delay, di 46,7 29 5 29.6 60.5 53.7 48,6 ' '619 37.7 62.8 42,7 21.2 PrpgressionFactor 1 00' 100 f.OO' 1,19/. . 114 . 1.70 0 92 'lio ^ 1 04 0 93 1 11 Incremental Delay, d2 56 0.1 6.2 84 '7,5 '9.6" '1,6 i3.6 1,8 2.5 Delay (s) ^ 52,3 ^ .29.6 29.8 80,6 ";68.5' ^ m "66.1 ' 42 5 68 3 417 26.0 Level of Service D "c C F E " E D ' """""'E D C Approach Delay (s) . 4^2^ 73.5 lllHII/ i;4pS Ws$Wi 37.8 Approach LOS D E' D 'D HCiyi Average Control Delay iiilil^fiiSMiiSlli Actuated Cycle Lenglh (s) jfi§§||i^||a|||j^l^ip^ l^^alysis Period !l|||||||i|fflliif|^ 47.2 -.0.78^ ITao' 77.0% ; 15 HCM Level of Service Sum of iost time (sj ilMSWfSliiiiSS D T^o' D Baseline Synchro 7- Report Pages HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center Drwy. Near Term -•- Project AM 5/15/2013 Lane Configurations t1^ yolume (vph) ^ 39 lii§4;- Ideal Flow (vphpl) 1900 ' i960 total Lost time (s) 40 iSl Lane Util. Factor 1.66 0.95 Frt - . ' - -Ipo' 0.98 Fit Protected 0.95 A rtrt i.OO Satd Flow (prot) ' "ATTP^: Fit Permitted 0.95 1.66 Said FloWfpefm)'"'"' 1770 ii5if Peak-hour factor, PHF 0.90 0.90 72 i960' 1 33 1900 40 i.66 •HI "6.95" f77p " 3488 6.95' 1.00 1770,-/' '3488-' 767 1966' '^•:0W 0,95 '0.99 : 'Too 82 1900 29 1900 4* Wm? 1900 s-i;oi "Too' 09"5 0,'97 1729 1),97 1728>: 1900 45 1900 40 1,00' . iroo" 0,95 1770 0,95 1770 10 1900 ,40 1.00 0,86 1,00 1604 100 1604 124 1900 RTOR Reduction (vph) Lane Group FlovJ (vph) 43 6* 43 404 "ie" 0,90 • ' •'8pr', '""6" ifPS 0.90 0 ^ 3^ : 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0,90 &52 , 91 '32 6 ' 20 , 50 ^ 11 {3i^ 8 0 0 18 * "0 0 121 0 935 ^ * 0 • 0' " 40 0 ^ ^'50 ' '28 " 0 Turn Type Prot Prot Split Split _ 'f 7-; 4"; W ^8 2" "2 6\. Pemnitted Phases Actuated Green G(sl 38 343 25 33 0 8.'5 87 ^nww' Effective Green, g (s) 3.8 34,3'"" 2.5 33 0 8.5 8.7' 8.7 Actuatecl g/C'Ratio 0,05 ^ 0,49 .004"-• 6.'47 012 012 ;Cf2. : : Clearance Time (sj ' 4.6 4.0 4.0 4,6" 40 4.6 40 Vefiicle Exteiision (s)« s 30 liiioiifi 30 30 '30 •;'3.b 3d Lane Grp Cap (vph) 96 1691 63 1644 210 220 199 v/s Ratio Prot c0 02 Iiiiiiii isiiiif iiiiiiii CO 02 • cO.03-' 0,02 v/s Ratio Perm v/c Ratio •;y-Q:45--: IHiiiil ,0.59^ ^0 57 , 019 0 23 0.14 Uniform Delay, dl 32,1 "io.'s""' 332" " T"3.4" 27.7 27.6 27,3 T23 111 '100 1.00 ' ioo > 100 1.00 Incremental Delay, d2 3,2 6.4 132 14 0,3 Delay (s)' • ' * ~ 42;5 ' 12' ',- .4'6;5-/ vJ48 ' 28,1 • 28.'r.-"27.6 Level of Service D "B ^ ' D _ B C c C Approach Delay (s) f 146 • ^"T6.0 MilliSWitliliili • -j/V 27 8 Approach LOS B B C C HCM Average Control Delay IlKffilKiiiiilMiii Actuated Cycle Length (sj JSIS||j|||i|Bi|||iiS /''^.nalysis Period (minj 17,3 ••• 0,45 Ho' •52.0'%.: • 1'5 HCM Level of Service Sum of lost time (sj Is^iellpfiifvlil B Te'o . -A: Baseline Synchro 7- Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Near Term Project AM 5/15/2013 Lane Configurations w ttt* ttt Volume (vph) " 29 /2-|/#i33/i|;|0.: 8 1409 Ideal Row (vphpf) 1900 1900 1900 1900 ' 1900' 1900 Total Loat time (s) ^ 4.0 40 XWWMMWIWIWWMWM ;^;T:-:-.^:;^f^;;::.^/s;--;^^r-:^-:;:-f^ Lane Util, Factor 0.97 0,91 1.00 6;9i Frt , ^',0.99 -\ lipf/iillSil / 1,00' WliWBSiW:mWWWgww 5:5;/3;-K:-:::SS:«?sj^^ Fit Protected 0.96 "^Too'' 0.95 Satd. Ftow (prot) ' 3421. ' 5070' 1770 5085 •^r;:;::;; iv::':-::i ^v-;':.;^^--•;^;^ :-':^^^^ Fit Permitted 0.96 1,00 6."95 1,00 Satd". Flow (perm) • .' 3421 : 5070 ; . ^ -1770 '5085 Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0,90 0 90 Adj-Flowjvph) ^ 32 2 1014 21 9 1566 • ' Ks?3;¥/g/iK?/i:f:/::/ •// yM RTOR Reduction (vph) 'Lane Group'^oW-(vph) 2 '6i 'b" 0 •""' 0 ' RTOR Reduction (vph) 'Lane Group'^oW-(vph) 32 0^ i034/r>' vB' • ^ 9 wi'-^^^i?':-'-^' r;-^r^«"*'i'^:i:-;;^'; 's^''-" l^y ^•"'•:/cu^^/.;:>:; Turn Type Protected Phases Prot Turn Type Protected Phases 6' . 7 '*: ;:4^' • ^: : ' Permitted Phases fctuated^green, G (s), .45 ^ 122 0 " 1 5. 127 5 ^'^^^§^>M<iMi^^!y-^WWrW: Effective Green, gjs) 4,5 122,0 1,5 127,5 Acttlate&gJCR^fio 7 0 03 /'.,''0'.'87 ^ "'^ 0,01 ' 0.91^ Clearance Time (s) 4,0 4.0 4.6 *4.0' Vehicle Extension (s) . 3.0 " . ^ 30-30 30 Lane Grp Cap (vph) 110 4418 19 4631 v/s Ratio Prot . c0,01 0,20 0 01 IHilliiliillili v/s Ratio Perm 0,20 v/cRalio.^j ' " 0 29 0 23 , 047 0 34 Uniform Delay, dl 66,2 1.5 68.9 progre^sioji Factor 120/'^ U9 IlillfBSIlSiilli •£ W^M'-:-'i-}y Incremental Delay, d2 1,5 6.1 141 '"""'0.2"" Delay (s) 67 7 . .'19 1116,8 ISolillPilliiiliii ;;s^':^;^;?vi^;P^^;sf^ w -'sW. 'w^y Level of Service E " A F A Approach Delay (s) • 67,7 - • "j'9'< iiill Approach LOS E A A HCM Average Control Delay KCM.^.VoJumeHo'Capacity, ratio i Actuated Cycle Length (s) Analysis Period (minj 2.4 0 34 140.6 15 HCM Level of Service Sum of lost time (sj ICU Level of'Service • 1.0 'A Baseline Synchro 7- Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Near Term + Project AM 5/15/2013 > > r *-^ t V i f W ' MIS i;Slliii2. Lane Configurations t ttii ttii Volume (vph) 19 2 5 •S|l:4d?: 3 127 883 27 54 1336 36 fdeal Flow (vphplj Total Lost'time (s) 1900 1900 '1900^ 1900 1900 • 1900 1900 1900 1900 1900 1900 1900 fdeal Flow (vphplj Total Lost'time (s) : - 4:Q-40 40 40 40 '40 . • 4.0 4,0 Lane Util, Factor 1.00 i.OO ixid 1.00 1.00 1.00 6,9i 1.00 0,91 Frt'-/. ;c ,;^-100 i|6;i;il lillK 1.00 •• iPip/ •r '1 00 ^ 100-.' ^.:100 1,00 ., Fit Protected 0,95 1.00 0,95 100 "'Too' 0 95 ioo 0.95 100 S;atd>low(prQt)' , 1770 • 1653 SIH 1770 :i863'' 1583 1770 5063 • 1770 5065 Fit Permitted 0,95 i,66 0.95 1.00 1.00 0.95 1,00 0.95 1,00 Satd.FldiAl^fperm) "' ^ 1653- -ify$y[ 1770 1863 •.1583' 1770 5063 1770 -so'es--yyy. Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0,90 0,90 0.90 0.90 0.90 Adj Flo.-'(vpn) .:: ::2t; 2 ill •v,w; • 3 ' l4j'. '-;/-i6.^^ 981 "30 60 1484 • 40 RTOR Reduction (ypn)_ 0 0 0 0 iil "6 2 _0^^ 0 2 6 Lane Group Flow (vph) T ^ 21 3 0 l55' ' 29 16 1009''^" -0 "•^•'60 1523'" ' d Turn Type Protepte^'Ptiises'-^; Prot Prot Perm Prot Prot Turn Type Protepte^'Ptiises'-^; 2 IHII :.w(w 3 :,|S;:§;J|g|a||| Permitted Phases 6 Actua'^^'dGr¥h.G'(s)'""^' ^ -T6 iflB " 176' 28 7 .2aj 32 81 8 8.9 87 5 Effective Green, g (s) 4,6 15.7 17,6 28.7 28.7 3,'"2 818 8.9 87.5 Actuated g'C Ratio 0 03 -^O'll" , 013 0 20 ••;d.20-'::' 0 02 0 58 ' 0.06 0 62 V1' . Clearance Time (s) 4.0 40 4,0 4.0 •"4.6' 4,0 40 40 4.0 Vehicie Extension (s) 30 '•/'-^'.O'-V-3,0-30 '.-3,0 3,0 -'3.0 > 30 " 3.0 Lane Grp Cap (vph) 58 185 223 382 325 40 2958 113 3166 v/s. Ratio Prol .' lliMI • O.OD -c0,09 0 00 0.01 0';20 -C0 03 " 'c0,30 : v/s Ratio Perm 'cao2" y/cfRatlQ ^ 0 33 -'^o.oi ^ i-0,70-0 01 ;>o.69--' .040 0 34 0 53 0'48 pniform Deiay, dl 66.3 55.3 5'8.7 44.3 45.1 67.5' 15.1 63,5 14.1 Progression Factor -'30 1,00 ioo ' ido ' .i.o;d •" '100 1 00 0 76 ' 2 01 Incremental Delay, d2 De'ay (sl 3.8 6.0 9.2 '6,6 IT' "6,4 03 4,5 0,5 Incremental Delay, d2 De'ay (sl •' "..7P1 55 3 67 9 44,3 , -45.2 73.9 ;.i5'4"-, 52 5 28 8 Level of Service E E E D D i B D C Approach Delay (sj ^' ;- ;65.o • "570 16.3: ^y^>^^: 29 7 Approach LOS E E"" 'B c HCM Average Control Delay HCM>VBlume"taCapacity ratio ; Actuated Cycle Length (s) ffl^^^loij^^UiiMteffi /Analysis Period (minj |||§n^|||g|Qij||l|:^ 28.1 ' 0-45; 140.6 ,54.4% 15 HCM Level of Service Sum of iost time (s) iilEi:ievli?pf;s|®ii^^ 8.0 Baseline Synchro 7- Report Page 6 HCM Signalized Intersection Capacity Analysis Near Term + Project PM 1: La Costa Ave. & Saxony Road 5/15/2013 —• r ^ w^m^y liil «; f;sIiiS;;' Lane Configurations t^ tt \ i* iiiiiiiSMiffii/i;if ' 1607 102 1360 55 124 Ideal Flow (vphplj i9o6 ;j966 ; 'i960' I906 1900 i'966 ||!alii||S|||i|i:«|§^ , 4.0; ''.4'.p;. . -4.0 Lane Util. Factor 6.95 1,00 '6,95 1.00 1.00 Frt.^J:: / iillSiifl 100 103 ' 1,00 0 85 - ' Fit Protectea 1.00 0,95 1.00 0.95 100 Sal'd;,:|io|(prd^,/ ^^-I . \' ,3519 17'70 , ' 3539 1770 158'3 Fit Permitted 1.00 0,95 1,00 0.95 100 Sald.'PTai (pefm) i770 '3539 1770' 1583 - - , - . Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0.90 0,90 Adj F!ow(vphJ "2 , 113 1511 ' 61' RTOR Reduction (vp_W_ _ Lane Group Flow (vph) 4 0 0 """"""6" 6 122 RTOR Reduction (vp_W_ _ Lane Group Flow (vph) '^ 1854 "d" 113 '''i'5ii. wmmmymwm^swmwmmmymimm Turn Tj/ge Prot custom Protec"ted,Phases 2 "7T; 6 • 3 :2^j5t^^.^5p^^;^;:^^s^;;tp?::::v^^^ Permitted Phases V,..,.:.^:.::,,=.,-,....,...,.,..^„.,^,-..,,.-^^^ ..,„.„..:,.-.,..:.„::„-.„ Aalu|iTe^''^reejii;;^;{sj" 374, • 5.i 46.5 7 7' W^mwmwywsw!^ysmwwwmmmwwi. Effective Green, gi(s) 37.4 5,1 46.5 7,2 7.2 * Actuatldg/CRatio ' / :o.6i ''• ililii OOS 0 75 ' Ol"2-^0\2 ^ Clearance Time (s) 4.0 40 4.0 • "'4.0 4.0 Vehic e Extension is) ill'iliilf 30 30 30 9i0^MWWimW^i^WsKmWy&^iWWWW^ Lane Grp Cap (vph) 2133 146 2667 207 185 v/s F|atio Prot c053 ^>•^•^;lV.•:*:^^:^:i;::ii. cO 06 0''.43 -c0 03 v/s Ratio Perm """oH""""'""""'"^" v/c Ratio, 0.87 . 0 77 0.57 0 29 0 09 " \ ' ' ^ ' Uniform Delay, di "' io;i 27 7 33 24 9 '243 Progression Facte \Woo^ 100 ' 1,06' 1.00 Ido . , - Incremental cielay, d2 41 221 0.3 08 0.2 Delay (s)J '; ^ ^ 14,2';^ 49 9 35 25 7 iiiiiiiiiliiliBiSiis^ Level of Service B D A C c_ _^ App'roaptTDelay (s) 142 . 68 ^ 24 9 ^;:\^i;:i^^;^-/:,(f^^^ Approach LOS B A C F^R^flSplS'SifimfrM HCM Average Control Delay HCMybliTme 'to Capaciiy ratio Actuated Cycle Length (s) [ntersection Capacity Dtilization; Analysis Period (min) c Critical Lane Group 11.5 " 0.78': 6i7' '65,5'%; 15 HCM Level of Service Sum of lost time (sj fcO Level of'Service B Baseline Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Near Term + Project PM 5/15/2013 t V I Lane Configurations r tt^ tt Volume (vph) 120 83 2246 115 27 2059 ideai Flow (vphplj " i 960 iooo' 1966 _;i9o6; 1900 '1900 Tqtal Losl.timfe (s) , ' . J ^ 40 ,4.0' ' .4'a 40 Lane Util. Factor 0.97 1.00 6,''91 160 0.95 :ii5^Hliiiiilil " , 100 0,8^ 0 99 100 'p:6pf;;iiiiiipiiiiis Fit Protectea 6,95' T.66 ' Wm' 0,95 1,00 Satd.'Flow (pfot) \\ , 3433 1583 -,5048" 1770 ' 3539 . , •' - - - Fit Permitted 0,95 166 ioo " 0,95 1,00 Satd, Flow (perm)'.. 3433 '1583 5048 1770 3539 Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0,90 0,90 Ad],Fjqw(yph} 133 92 2493 128 30 2288 \ , , . ' ' . RTOR Reduction (vph) '6" 64 "3 0 6 Lane Gioup Flow (vph) 133-28 2021 0 30 2288 Turn Type custom paeM®#Tj.""'^™; "] 1;'-" WW Wt Permitted Phases 6 ActuaigiGreen, G (s) " \ 11? 1 ] i I12 f: Effective Green, g (sj 11,2 11.2 112,1 Aduatedg/C'Ralio''^., 0.08^- 0'08 .0 8Ci Clearance Time (s) 4 0 4 0 4 0 Vehicle Extens1on'(s)' 3.0 ' 3.0 - 3 0 Prot 7 47 ^ i26 8 47 T20.8' • WW 0.'86 40 ... ....^ 30 30 59 3054 fflSi c0 65 0.51 0 75 66.5*' 37 IBf "6.7 i,7 733 55 I" A 63 A Lane Gr£ Cap (yp^^^^^ _ 275 v/sRatio'prot , cOOA] v/s Ratio Perm v/c Ratio •' W : 0 48 ; Uniform pplay,d1 / 616 Progression, itactor - '..^ 100 • incremental Deiay, d2 1,3 MkWyJiW- tV,63Qj Level of Service E Approach Delay (s) / 62 2 Approach LOS E HCM Average Confrol Delay HClyl\ol,ume'to .Capacity ratio Actuated Cycle Length (s) Intersection Capa%^ Utilization Analysis Period (min) 127 0.02 0. 22 60.3 1. QO 0.9 •:6T2 "'""'E' 4042 0 52 ISPi 5.8 2 27 05 137 B '43.7' B 12.5 '' 0.73 i40.0" 67.0% ' •^'•"15 HCM Level of Service Sum of lost time (sj ICIJ Level of Service ,: B 8.0 C Baseline Synchro 7 -Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Near Term -i- Project PM 5/15/2013 > > ^ t V \ iilM wmw Ms;i • MW 1^.-. y:^l%'Wk^,-.iy i:MiI: iiii Lane Configurations tt f tt f V\ ttti V\ ttt r Volume (vph)' .836 683 328 '^;::/T07;;: 462 238 249 /Tloge-; 68 352 1277 908 Ideal Flow (vphplj 1900 1966 1900 1900 1900 1966 1966 1900 1900 1900 1900 1900 ^([J||||m|j@|i§i;|||/ ;"4"o 40 Silol 40 - •40 40 40 iiioi? . 4.0-40 40 Lane UbI, Factor 0.97 0.95 " T66' i.'oo' 6';9 5 ' ' Too "0^97 0.91 0.97 0.91 1.00 Frt 100 ^"JI-OO , 0.85 '1.00 ' 100 0,85 - 100 0 99 1.00 1.00 085 Fit Protected 6,95 1.00 100 6.95 1,00 1.00 0.95 1.00 0.95 1.00 1,00 s;aTiflow (prot)W'~. - " \ 3433 3539' 1583 ' i77d-3539 1583 3433 5040 ' 3^33 5086 1583 Fit Permitted 0,95 ioo 0.95 100 0,95 100 095 1,00 1,66 Satd.'Flovy'fperm) • "-3433 3539 1770 3539 1583 3433 5040 " '•/''^li^T'-ltTW:. 343'3 5085 1583 Peak-hour factor, PHF 0,95 0,95 0.95 0.95 0,95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 AdLFlow{vph) I v" - " 880 ' 719^ 345 113 485 251 262 ';7ii54 T •72' 371 1344" s-' 956 RTOR Reduction (vph) Lane Group"Flow"(vph) " '""""""o' 0 16*2 0 0 134 0 4 0 0 "'"0 15 RTOR Reduction (vph) Lane Group"Flow"(vph) " • 880 if;l:f| ' 183 113 486 117 262 1222 371 1344 fill Turn Type Prot Perm Prot Perm Prot Prot pm-i-ov l^rolg|ted Phases '7 5 " 2 .1 6 3 8 i--*i:f«*»it: S::M--).:!;-;.-IJS.-liiiS "•/ % : 5 Permitted Phases 2 6 4 Actuated Green.:G (s'l ^ 44,3_. , 56.4 56,4 •* '134 25 5 25.5. ^l3|^ 364 178 40.8 851 Effective Green, g (s) AQfuafed'gTCBatig 7'; 44.3 56,4 56,4 134 25.5 25.5 13,4 354 17^8 """40;8 '85,1 Effective Green, g (s) AQfuafed'gTCBatig 7'; 032 040 * 040 ' 010^ 018 0.18 ^;B3P; 0.26 013' 0.29 661 Clearance Time,(sj 4.6 4,0 40" AT" 40 4.0 " '40 40 ' 40 40 Vehicle Extensi'Qn (s) . 30 30 30 3.0' 3 0' ' 30 30 , -3.0 -• 30 30 30 Lane Grp Cap (vph) 1086 1426 638 169 645 288 329 1310 436 1482 1007 V/^ Ratio Prpt'" . 026 C?0 0.06 cO.14 ; o;q8 0.24 . 'y' -cO.fl' 0~26 c0 3d v/s Ratio Perni 0,12 6.07 0.30 v/c Ratio 0.81 050, 0 29 ''0.6f-0,75 WMW \d,"80 0 93 0 85 0 91 0 93 Uniform Delay, dl "44,0 313 28.2 612 54,3 50.6^ •'62,6' 50.6 59 8 47.8 • 24.9 Progression Factor 1 00 1'00 ;""ido P.84" 0 99 1 18' 0.98 109 1.01 '•09'5 1,00 Incremental Delay, d2 47 0.3 6.2 85 44 WWi ~ Ti.8 12,5 7.5 12,1 Delay ]s) - v-. -18 7 '31.6/ 23 5 59 8 581 60,3 72 4 67 7 . 71-9 ':: ... . 52 9 37,0 Level of Sen/ice D C C "T E E E "E D "D /\'pproa(i.f)'belay (s)• ^38 8 IBiSI • '59.d'~' ••"68.6 ' 49 9 Approach LOS D "'~'E E "'ID ' HCM Average Control Delay fillSiMiSHlilaiil Actuated Cycle Lenglh (s) Inters'ection Capacity Utijizalion Analysis Period (minj 0 Critical Lane Group ^ 51,9 023 140,0 86.i% ^ "15 HCM Level of Service ' . I... •- Sum of lost time(s) illilil:i[l||ii|i; D_ 8.0 E Baseline Synchro 7 -Report Pages HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center DnA/y. Near Term + Project PM 5/15/2013 Peak-hour factor, PHF Aoj Flow (vphj _ 0.90 0.90 HI 7 0.90 ;^ |3 "1" 0.90 37 0.90 658 13 0,90 92 0 0,90 - 86 0.90 0.90 22 50 26 0 0.90 136 0 0.90 18 158 168 1966 Lane Configurations '*i t'^ ^ t"^ «^ Volume (vph) ' ' 59 901 84 33 592 83 77 20 45 122 16 ideal Fiow'(ypil{)i)"1900 1906 1900 1900' 1966 1900 i900 1900 1966 1906^ 1900 Total Lost Jime (s)' 40 40 40 40 40 40 40 Lane Util. Factor 1.00 0.95 1,00 0,95 1.00 100 100 lifliPiiiRillSllPililliiiP 'Fit'pi-otected ' """*'""6','9'5I'.OO'6,95"iB"***" 0,"97''6,95 1,66 Satd'Flow (prot) ^ 1770 3494 ' - 1770 3474 1736, . " 1770 1608 FItPermitted 0,95 100 "" 0.95 1,00 6,97 0.95 1,00 Satd Flow (perm) W\ 177(j - 3494 ''^ l 1770 3474 -• ' . 1736' 1770 1608 0,90 iil '" • 6 Lane Group Flovv fvph) 65" 1087 ^'"^'^ 0 ' '37' 737' " ^0 '0^ 132 • " 0' iso" • 47-0 Turn Type^ gfotecte^ .Phases/^:f''''"'' Prot 7 Prot 8 Split impiilpl Split 6' 6 Permitted Phases A'-tuated Green G(s) 58 '30T • 23 26 6 107 ,, jo.-g^"' 109 i;i;;:i-?y Effective Green, g (s) Actuatecl g/C Ratio ^"^ " 30T " ' ?3 26.6 10,7 16.9 10.9 Effective Green, g (s) Actuatecl g/C Ratio ^"^ " 0 08 0^43 \ /" 003 0 38 0,15 016 .0,16 Clearance Time (s) '40"' 40 "4,6 40 4,6 40 " 40 Vehicle Extens on (si " '3.0 '^'s'.d < -"•• / '3.0"^-"sTo ~ 30 3.0 30 Lane Grp Cap (vph) 147 1502 58 1320 265 276 250 v/s f^atio Prot''.'-' " cO.04 "c0.3l, • . Ililllil 0.21 " Tcd.o'^v c0 08 • 0 03 v/s Ratio Perm v/c Ratio' ' 0.45 liili/iil iiiPiil 0,56 . -\' ^ 0 50 iiiiiiii; 019 Uniform Deiay, dl 361"" 16.5 334 ' i'li 27,2 '• 27.'6 25,7 Progression Factor 0 67 ;. 1,4,9 160 1,00 V 1,00 ~ , -;•. •'-:'5•"T:d6"•^ lOO- Incremental Delay, d2 "1.7 • '"2.4 20.8 1,7 1.5' 1.4 0,4 Delay ^s' 221 27 0" , , 54.2. 188 28,7 ^ 28,4 • .26r Level of Service C 'c D ' ^B C C C Approach Delay (s) .26.7- . -•20,5' •' "• 28,7. -2r;d- Approach LOS C C C " "c HCM Average Control Delay HCti^ Volume to Cupacify ratio \ Actuated Cycle Length (s) lqtersectipn.-|;apaGityfUtilizat!pn;; Analysis Period (mm) c Critical Lane (Troup 24.9 0 63 70 0 •"63.5%' 15 HCM Level of Service Sum of lost time (s) 'Sfi^ieSiBi^Siciiil 16.0 gill Baseline Synchro 7 -Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Near Term Project PM 5/15/2013 Lane Configurations ttii 1 ttt Volufne (vph), -5 /•1'545S/-25 20 WiMWWWWWWW-ideal Flow (vphplj i960 1900 1900 1900 Wm Total ,Lost bme (s) 40 4 0" .,.;; ;.'-•.-; f ' 4,0-' fSppliSilliiS "'iw^f^ww^i^^'^ ^:v;^^ ••'•^;:.;fc:-;:'/V s^^-^ Lane Util. Factor 0.97 6,91 1,66 0,91 mlW W ~' " -0 99 liilli - Tod, ,.1 00 Fit Protected '0,96' ' "1, 6b 0 95 1.00 Said Flow (prot) ' 3407 wmwk 1/70 fiiPilSilllS© Fit Permitted '6,96 i,6o 6,95 1.66 S'aTd f^r6W(p&mV. -3^07 ' 1770^ ^50^5' Peak-hour factor, PHF 0.90 0,90 0,90 0.90 0,90 0.90 Adrl:i#(vi)L.^ 56 6 1717 WW . : 'S;.; ;''r^,;^^-V.'-";.'^?s,-^":^/?v^?j:':^--;; ^:T^':vy^Wy:^^''cy' RTOR Reduction (vph) 6 0 i 6 ' 0 0 LWnFGrbup plowi'vph) ' 56 iiiPl 1744'^ "•d" 22 /ig511:/!S///::/Sf/;/:* ^!^^^iW^W^^W0lS'^^y^W. ^WW^^W'^ ^^WW-W:yWW:i$ Turn Type Prot \ 8 7' y^.yJiyMd'si. iyiy; Permitted Phases -M ^ 1164' ' .5.0 i25"4'^ : Effective Green, g (s) 6,6 5.0 1254 Actyatedj/C^atio • Q'O"5 0 83 PH 0 90 Ciearance Time (s) 40 4.0 4.0 4,0 Vehicle'Extension (s) ^6 3,0 30 Lane Grp Cap (vph) 161 'v/s Ratio Prot' ^c002 v/s Ratio Perm v/c Rabo ^ J 0,3'5 Uniforrn Delay, d1_ 64 6 pfpg^llBniFactdr^;-;"';. ' T'OO •: Incremental Delay, d2 1 3 Delay»'' /: " 659 Level of Service E Approach Delay (s) 65.9 Approach LOS E 4218 63 4555 c0,34' , 0 01 c03'0 0.41 \' 0 35 ^ ^ 0 33 ^ 3.0 65.9 1,1 3 70 147._0T3J 0.2 2.0 d.r 115 986 03 B "F A 1i5 -. ' '^ , 'fJ B A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Lenglh (s) Intersection CSpaaty Utilization Analysis Period (mm) c Cntical Lane tproup 8.0 WoMi 'Wm ,40.4% 15 HCM Level of Service Sum of lost time (s) ICU Levefof ServipV 12.0 iiii Baseline Synchro 7- Reporl Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Near Term -+- Project PM 5/15/2013 > —»• > *-t r \ y [^®isi&'§:S*'Si'^ii;:v|^ i'.'il£i;_ MIS; Sill /illi' Lane Configurations \ t If \ tt^ ttti Volume (vph) - 33 4 7 87 0 97 20 1428 147 159 1538 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Losi time (s) 4.0 4.6 40 4.0 40 •'40 40 40 Lane Util, Factor 1,00 1,00 1 00 1,00 1.00 0.91 1,00 0,91 1 00 090 . ;100': " 0 85 100 '•099 lop 100 Fit Protected 0 95 1,00 0.95 ioo 0.95 1,00 0.95 1,00 Said FIOwTpfot) ' . 1770 .'-1676-'-'.-1,770 ^ 1583 1770 5014 1770 5070 Fit Permitted 0 95 1.00 0.95 1,00 0.95 1.00 0.95 100 Satdc F|owfp6rml'" 1770 16'76 W^^w0^-1770 1583 1770 5014 1770 507'0 Peak-hour factor, PHF 0,90 0.90 0.90 0.90 0,90 0,90 0.90 0.90 0,90 0,90 0.90 0,90 ArFioMirr " ^ 37 u. 4; 8 97 Q 158 22 1587' «'l6i . 177 ••'ifo-g-rf^sg RTOR Reduction (vpy 0 7 0 0 "o 91 6 7 0 0 1 0 Lane Group"Fld'w.'(vph) • '^ 37 *"^''T 6' 97 17 22 1743 0 "^177 1744 ^ d Turn Type ^rotecfe,^^ll,aSi^ *"'*^»'' Prot Prot Perm Prot Prot Turn Type ^rotecfe,^^ll,aSi^ *"'*^»'' 5 2 . WW 6' 3 8 1 w , . 7 ' A'- Permitted Phases 6 ActIiil%c;Grel,:0;(s)1' ' • 59 15 0 .\2.WW 215 42 . 778 18.8 A4fT'3 Effective Green, g (s) 5,9 15.0 124"' '21,5 ' 42 77,8 18.8 92.4 Actuated g/C Ratio 0 04 ' 0:11*: 0 09 SIS '015, 0 03 056 P-l? 056 Clearance Time (s) 4,0 4,0 40 4.0 4.0 4,0 40 4,6 Vehicle Extension (s) ' 3.0 30 30 5 30' 3.0 30 • 30 3"0 Lane Grp Cap (vph) 75 180 v/s Rati'o Prot ' ' 0 02 ^ 0 00 v/s Ratio Perm v/cRafio' '-^^-^ ' _' 0,49 ,003 Uniform Delay, d1 65;6 56.0 Prog'resslon Factor -;- ^ 1 00 1 00 Incremental Delay, d2 5,0 0,1 Delay (s) :J\7d6 56 0 Level of Service E E Approach Delay (s) ^ ' 67 0 Approach Los E HCM Average Conti-ol Delay 24,2 HCM.Vblumetop^pacityrajfo ^ 0 56 Actuated Cycle Length (s) _ 140,0 Intersection Capaoity Utilization 61 2% Analysis Period (mm) 15 0" Crifical Lalie Group" 157 cO 05 0.62' 61,5 ' 100'': 7,1 58 0 243 c0,01 0.07 50.7 1 00 01 508 D 53 0 01 042 66.7 too 5.2 71.9,^ E 59:1 "'"E ' HCM Level of Service i^^:^'^i^?-#w:::'^:'^;:^^^^^;'^^ Sum of lost lime (s) ICU Level bf Service 2786 cO.35 0 63 21.2 '.-1 00 1.1 22 3 C 22,9 C 238 cO.10 0 74 58.3 095 116 66 7 E 3346 0,34' , 052 12,3 " i24 0,6 158 B 205 C 12,0 B" Baseline Synchro 7 • Report Page 6 The La Costa Towne Center © Urban Systems Associates, Inc. Excel La Costa, LLC May 17, 2013 APPENDIX F Year 2030 With and Without Project Synchro Worksheets 002312 F 002312-Report_C.doc HCM Signalized Intersection Capacity Analysis Year 2030 AM 1: La Costa Ave. & Saxony Road 5/15/2013 > Wlir4ir*l , - ; ^ \iM ?l<sft, "#}/ 'Ujfs^ < Lane Configurations tli tt f Volume (vph) 1301 102. '117 1396 31 65 ideal Flow (vphpl) 1900 1900 * 1900 1900 1900 1900 Totaf Lost time (s) ' 40 40 ^4o; 40 " 40 , yyy^i y''y^y"^^^~^y^y'}y^y-iyii \%^0^^'iWW^^: •^^^^vi/^^ i^li i Lane Util. Factor 0,95 1.00 0.95 1 00 1,00 Frf ., ' " 099 Too , 100 •• -1,00 085 ' " P"-- '^TTf':^ ^ •^••^^i^-'*'\!';t?^-^': ^y 'f.\ Fit Protectea 1,00 0,95 1.00 0,95 100 Satd.Flo\{r(pfot) -3501 .^^•-;•i7;•i'•1J^£v;•:••,•t*•:• •1770 3539-. 1770 1583: • . Fit Permitted 1.00 0 95 1,00 6.95 1,00 Satd Flo^tpemi) 3501 1770 3539 i770^ 1583 '^ ' Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0,90 0,90 Adj Flow (vph) 1445' 113 130 - 1551 34 RTOR Reduction (vph) Lane'GroupTlow (vph) 5 0 0 0 0 66 RTOR Reduction (vph) Lane'GroupTlow (vph) 1554 " 0 isd' 1551 • 34' 6 Turn Type Prot custom Pratesjeiphafe^^ Permitled Phases Actuited Green'G(s) Effective Green, g (s) Actuated g'C Ratio Clearance Time (s) Vehicle Extension (s) 43.0 43.0 "0 62" 40 3.0" * 77 ' 7.7 54.7 0lil"079 ' "4.0" '4.0" •^3.0.^ ^ 3.0^' . 3 6.2 6.2 0'^0& 4.0 ^3.0 6,2 '0.09. 40 SO Lane Grp Cap (vph) v/s Ratio'Prot v/s Ratio Perni V c Ratio Uniform Delay, dl Pi-ogression Factor Incremental Delay, d2 Delay (s)- ... '• .: Level of Service Approach Deiay (s).^ ' Approach LOS 2185 198 2810 159 142 c0 44 ' 0 07\cQ44' cO'02 "0.00 Qtl 8.8 :,0B6- 055 0 21 0.05 Qtl 8.8 29.3 2.6 29.1 28.6 \"100 1 00 1 03 IM; 100 1.1 7.6 0.2 6.7 6.1 "99 W ' 370 28 29 3 28.8 A D A C C 9^9' • ^ "i^5 ' 291 A A C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) intersection Capacity iJtilization Analysis Period (mm) c 'Cnlical Laqe Group 8.3 0 65 68 9 59.0% t^ 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 B Baseline Synchro 7 -Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Year 2030 AM 5/15/2013 Lane Configurations V\ f ttt^ *i tt Volume (vphJ' 46 21 1861 129 59 2048 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 40'*' P 40 4 0 ' VO' Lane Util. Factor 0,97 1,00 0.91 1.06 0.95 FEi , ^^W, W ' J 00 0 85 0 99 1 00 1 00 Fit Protectea ^ 0.95 1,00 ioo 0.95 100 Said'Flow (piot) ' 3433 1683 J,.563§ ' '17703539 ' " FItPermitted 0.95 i.OO 100 6.95 1.00 Said Fiow(pe.'m) 3433 1583 5036 1770 3539"'- Peak-hour faclor, PHF 0.90 0.90 0.90 0.90 0,90 0,90 Ad)-.FIqw.(vph) -. . 51 23- 2068 ^ 143' 66 2276 i;.i^;&-;»£v,:^iii,ii^|^/:;^ RTOR Reduction (vph) 0 21 4 6 0 0 Lane Group Flow (vph) ~ - ,„„^.„,,„ ' 66 2276 " Turn Type Protected P'lases" custom Prot Turn Type Protected P'lases" IHSSBBiilliiii Pennitted Phases 6 Actuated Green G (s 10 3 '^ 10 3 108 9 -. ;8.8_'i2i:7'^^" ' Effective Green, g (s) Actuate3.g7c Rafi5 ;,* " 10,3 10,3 108,9 8,8 121,7 Effective Green, g (s) Actuate3.g7c Rafi5 ;,* " 007 ' 0 07 0 78 0'05 0 87 Clearance Time (s) Vehicle Extension*(s)' 4 0 4 0 '" 4 0 ' 4,6^ ' "4,"0 Clearance Time (s) Vehicle Extension*(s)' "'30\ JO' ' 30' t -A 30'"^ .30' ' Lane Grp Cap (vph) _ 253 v/s Ratio Prot ^' " cO oT v/s Ratio Perm v/c Ratio- , '' 0 2(). Unifonn Delay, dl ^ 61,0 _ Progressioii Fac|or' » ' 1 00 ..^ Incremental Delay, d2 0,4 Delriy (s) 61 4 Level of Service E Apprpach Delay (s)'~ .6ld J Approach LOS E HCM Average Conlrol Delay HCM VpfOiiieJo CapacityT'atio - ,V Actuated Cycle Lengtii (s]^ Intersectioii Capacity Utilizatiop' ,^, - Analysis Period (mm) Q Critical Lane Grpup' -• . 116 0,06 0 01 ' 60,1 Too, 01 60,2 E" 3917 044 0 56 "6,1 0 74 0,5 51v A 51 A 111 0 04 0 59 63 9 100 8,3 721 E 3076 cO,64 0 74 34 foo 1,6 50 A 69 A : ,: : ^.,' - ,.: 6.9 0 70 140 0 65 6% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service - A 8.0 -/>C f: Baseline Synchro 7- Report Page? HCM Signalized Intersection Capacity Analysis 3: La Costa Ave, & El Camino Real Year 2030 AM 5/15/2013 > K. t A V 1 V i;::'S:'»;3Mi)kis Wmy /-fil/ IS Lane Configurations v\ tt f •i tt f V\ ttt^ V\ ttt r Volume (vph) 799 331 384 151 578 238 227 753 22 157 1323 746 Ideal Flow (vphpl) Total Lost time (s) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Ideal Flow (vphpl) Total Lost time (s) 40 40 * 40 ' 40 40 40 4 0 40 40 40 40 Lane Util, Factor " 0.97 0,95 1,00 1.00 0 95 1.06 0,97 0 91 0,97 0,91 1 00 Frt' 1.00 '100 085 ' 100 . 1.00 0 85 1 CO ' ioo 1,00 . 1.00 . 08^ Fit Protected U95 100 1,00 0.95 1.00 1.00 6,95 1.00 0,95 1.00 100 SatdsFlOw(er6ll 3433 3539 ..1583 -. 1770 3539 1583 . 3433 5034 3433 5085 1583 Fit Pemltted 0.95 1,00^ 1.00 0.95 " 100 lo'o 0,95 '"Too 0,95 1.00 1,00 Satd. Fiowl'perm)' 3433 3539' 1583 1770 3539 1583 ^ 3433 5064 '3433 v 5085 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0,95 0,95 0,95 0,95 0.95 0,95 0,95 Adj Flo.v(,ph) 841,: 348 404 159. 608 251 .239. 793. 23 165 1393: ^'785 RTOR Reduction (vph) 0 0 155 6 6 126 0 2 0 6 0 11 Lane Group FiowTvph), 841 348' 249" 159 " 608 ' 125 239' ""814" " - 0'" 165 " '1393" 774 Turn Type p?ot»haiis:-;:- Prot Perm Prot Perm Prot Prot pm-i-ov Turn Type p?ot»haiis:-;:-5 2. <^:;<V^"0^;^i'.'::':---; . Jl-1 V. -fr 1 6 3 8' 7 ' 4' 5 Permitted Phases 2 6 ' 4 Actuated Greer,, G (s; 38 2 • 5"0,0'' • 500 17:2^' 29 0 290 • 122 "46.3'--.^ 105 '44 6 '. K82 8 Effective Green, g (s) 38,2 50,0 50.0 ' i7;2 29 0 29.0 T2.2 46.3 10.5 44.6 82,8 Actuated g C Ratio 0,27-' 0 36 0'3'6 ,0,12" ' 0 21 0 21 0'09 0 33 0,08 0 3'2 '^0 59 Clearance Time (s) 4.0 40 4.0 ' 4;o 40 4,0 4.0~ 4.0 40 4.0 4.0 Ve'hicfelxtensibn (s) "'30 s'o 30 ' 30 '3 0 3,0 30 30 30 3,0 "30 Lane Grp Cap (vph) 937 1264 , 565 217 733 328 299 1675 257 1620 981 v/s Ratio Prol. ,^ ' c024 oTd 0.09 .coir c0 07* 016 0 05 c0 27 0 22 v/s Ratio Perm 0.16 0,08 0 27 v/c Ratio,, •". -0,90 0.28 0 44 0 73 083 0 38 0.80 049 0 54 0,86 079 Uniform Delay, d1 Progression Factor ^ • , 49,0 ""32,1 34.3 59 2 53.1 47,8 62,7 37 4 62,9 448 21.9 Uniform Delay, d1 Progression Factor ^ • , , 100 100 •'^iOO ' 1.l7 • 102 ^ 137 •1.i6 0 83 • 0.95 101 1 17 Incremental Deiay, d2 11,2 01 0.6 10.5 6.7 0,6 13.5 1 0 37 4,3 29 Delay (s) ^- * " 60 2 32 2 34 9 79 8 ' 608 66.2 80 2 32 0 63 3 '495 28 5 Levei of Service E C E E E F C E D C Approach Delay (s) -.^ ''. \ 47,7 • 651 44 3 43,4- Approach LOS D E D D ^^^^ mi HCM Average Control Delay HCM''yplume"to Capacity'ratio Actuated Cycle Length (sj iiifefs^dtiqo C&pacity Utjizaitibb,': Analysis Period (minj f:|;|ri||i|i|||§p3^ 48.4 0'86 "146,0 •'84;1'%-:V^ 'Tr HCM Level of Service Sum of lost time (s) |StSy|lipf:plv®S p " 16,6 --;E: Baseline Synchro 7- Report Pages HCM Signalized [ntersection Capacity Analysis 4: La Costa Ave. & Shopping Center DnA/y. Year 2030 AM 5/15/2013 Lane Configurations 'j t1^ Volume (vph)' , 39 390 Ideal Flow (vphpl) 1900 1900 Total Lost time (s) ' 4,0 s 40 Lane Utll. Factor 1,00 0.95 Prt\-"* ' '^ 1D0 .^98 Fit Protected o 95 1 00 S"'aldTplow'(prot) / ^ 177p ^ 3458 FItPermitted ' 0.95 lOO" 345'8 70 1900 28 1900 40 1,00 1 00 0 95 1770 0,95 1770 tT^ 813 1900 40 0,95 0 99 1,00 3491 Too '3491 82 1900 26 1900 4* 5 1900 4.0 1,00 o.'g7^ 0.97 1745 0.97 1745' 11 1900 48 1900 4,0 1,00 100 0.95 1770 ' 0 95' 1770 10 1900 40 1.00 0,86 1,00 131 1900 1.00 1603 Peak-hour factor, PHF 0,90 0,90 0,90 0.90 0.90 0.90 0,90 0.90 0,90 0.90 0,90 0.90 Mow(vM'^/ --' 43 433 78 > 3f: 903 ''"^g5r. ^' 29 . 6 ]2 . •*';53' 11 146 RTOR Reduction (vph) Lane Group Flow (vph) 0 '43 i4 497" 0 "0 0 31 ^ "8 ' ^6 "986'^"'"" 0 0 0 " ii 6 ' 36 -O' ' "o 53 128 ' ' '29 ' 6 " " 0 Tum Ty^e Prot Prot _ Spitt _ Protected Phases-; lillif 4 3 .J...-^-,-1..- •? ~-.... **. lilli!l!KI 6 6 " Permitted Phases Actuated Green G{s) 38 -343 25 SSC '^iiW' ' 88 8.8 Effective Green, g (s) Actuated g C Ratio 3.8 34,3 2.5 33,0 8.4 8.8 8.8 Effective Green, g (s) Actuated g C Ratio '005 0.49 0 04 0'.47' ,^^v:ij^::;::-vS::.;:!S:::V-0".12 Vi3.^ 013 Clearant^e Time (s) Vehicle Extension (s) ' 4,0 40 4.0 4.0 4.6 40 4,6 Clearant^e Time (s) Vehicle Extension (s) ' ^ 30 30 SO 30 ':S;:;f-?.i'?:.S--':'-u'-";::i 3 0 ' s'd S'O" Lane Grp Cap (vph) 96 1694 63 1646 209 223 202 v/s Ratio ?rot cO.02 014 0 02 c0,28 c002 . " cOOS ' '002' v/s Ratio Perm Vc Ratio 0 45 0 29 0 49 0 60 'i^^;:^^-;-^5::-'\::^.^ 017 0 24 ,015 Uniform Delay, dl 32.1 10,6 33,1 13.6 27.7 27 6 27,3 Prdgres^fon Factor 143 ^ 0 61 ^100" 1 QO . 1 00 1 00 100 Incremental Delay, d2 31 0.4 59 1.6 0.4 6,6 0,3 Delai (s) 48,9 '69. ' 391 J52, . 281 " 281, 27 6 Level of Service D A D B C C C Approach DelayTs), WWWWk 10.1 160' •' : 281 " 27 7 Approach LOS B B C C HCM Average Control Delay HCM Volume "to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Litilization * Analysis Penod (mm) c Critical Lane Group 15.9 046 70.0 537% 15 HCM Level of Service Sum of lost time (s) ICU Level of Serviiie B W('^^j^zW, 16.0 A Baseline Synchro 7 • Report Page 4 HCM Signalized Intersection Capacity Analysis Year 2030 AM 5: La Costa Towne Ctr. & El Camino Real 5/15/2013 t V i |5iliiel(iS?^3'-SIIM^ V HISS; Lane Configurations Vblume (vph) \ ' Ideal Flow (vphpl) Jotal Lost time (s) Lane Util, Factor Frt . „ . Fit Protected w 28 3 1966"1900 40 0,97 0.99 :' 6,96 1168 1900 ' '.--.'• 4.o;". 0.91 100 1.66 1900 ^ *i ttt 3 1795 T9661900 liiiillliiHiliiiPlliW 1,00 0,91 too J.OO .. _ . "6,95""i .60' Satd;'RQW(pr6t)'> /V- Fit Permitted Satd Flow(perm.i "W--''\\ 0,96 :.'3410' , 5074 Too"'"" 5074 J770 / 5085"-" 0.95 100 1770 5085 Peak-hour factor, PHF mmrmw:y.:„y. RTOR Reduction (vph) la?e Group FIQ'^W'V 0.90 0,90 ' 3i:/"3" 3 0 %y^r' 0,90 '1298 1 1316' 0,90 i9 . 0 0 0.90 0.90 3" ig'g^"; r 0 0 t^smmm§mmmwmmmBiwsmmm Turn Type ilHiliiif .' -4.4 44 , 0.03 " " 4.0 30 Prot ^ _ ^ _ P/StecJ^P.H?5es- Pemiitted Phases ?^aui]ed;Green;G(s)'y' Effective Green, g (s) Actuated g/C.Ratic Clearance Time (s) Vehicte Exferiston (s)'.-' ilHiliiif .' -4.4 44 , 0.03 " " 4.0 30 8 . . 122.3 ' 122.3 '",:d,87::/ 4.6 . .3.0" 1J?«x1.?7 6/, X > ^J^ 13 127.6 liiliiSltlliiiliiipfSilS^ 4.0 40 'so ' 3,0 ' , ^ - ' Lane Grp Cap (vph) y/s Ratfo;,t'rot • •-.'"; v/s Ratio Perm 107 cO.01 - ' 4433 '0.26. 16 4635 '000 c0 39 v/c Ratio' 0 29 . ..I'O.SO'- ' lipii!ll:|iSiiil|^^ Uniform Delay, d1 Progression Faclor incremental Delay, d2 Delay (s) Level of Service 66.3 100 , " 1.5 67 8 T5 412 '0.2 ''' 64 'A' Wu"6.9" .0,90 127, • . - \ . *- ..>,/'•'- . 3.5 0.2 "E' "' 'A " Approach'DeJay (s) Approach LOS 67."8 E ""''6 4. A A HCM Average Control Delay 4.1 HIHilliiBBiilSSiiiiiiilliii Actuated Cycle Length (s) _ " 140.o'^ Analysis Period (mm) 15 g|ff||^|^i||i§fp|||5l|:|Ji;^^ HCM Level of Service Sum of lost time (s) fcU'Ll'vel of'Service';" 8.0 A Baseline Synchro 7 -Report Pages HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Year 2030 AM 5/15/2013 > *-^ t A V iy -^IL.... Iiii iiiilii •Siil Lane Configurations t f ^ ttT* Volume (vph) ' ' 23 2 6 178 3 161 14 1122 29 56 1691 34 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Tola) Lost time (s) -40 40 4.0 4.0 40 40 40 40' 40 Lane Util, Factor 1.00 1 00 1,00 1,00 1.00 1.00 0,91 1 00 0 91 Frt ;" - ' _ 100 0 88 100 ' 100 085 100 1,00 '•SWWW 1 00, 1,00 Fit Protected 0.95 1 00 0,95 1,00 1,00 0 95 100 0,95' 1.00 Satd Flow (prot) 17J0 1645 ' J770 •1863. 1583 1770 5065 1770'''/507'0 FItPermitted 0.95 100 0,95 1.00 1.00 0 95 ^ 1,00 0.95" 1.00 Satd Flow (pefm) -1770 1645 "1770 1863 ;t583 1770 5066 1770 '5070 Peak-hour factor, PHF 0.90 0,90 0,90 0,90 0.90 0.90 0.90 0,90 0 90 0,90 0.90 0.90 M'iLow]ypJi)"'. W. W' 26 "2 '7?W' 1,98'. 3 179 16 1247 32 ^" g2^^t879'" . 38 RTOR Reduction (vph) Laiie'Orou pTiSw (vphl 6 6 6 0 0 115 0 1 0 0 1 0 RTOR Reduction (vph) Laiie'Orou pTiSw (vphl . '26 ' "3 d 198 3 64'' ' 16 1'278' " d" ^ §2" '1919' d Turn Type Protected;Phases Prol Prol Perm Prot 8 Prot Turn Type Protected;Phases ' 5.^ - -^.^ ' 6, 3 8 ..^;7'C4 . Permitted Phases ^ 6 ^c!4liL3j5ree3V<>'(4'^'v2 3 9" ^15t 7 20 3. >32T 321 23 800 8:p,. .857. Effective Green, g (s) ^ 3.9 15,7 20,3 32.1 3Z1 2.3 ^80.0 8.0 85.7 Sctualedjfcl^llb,'; " '0.03. Oil , . ois"-' 0 23 ' 0.23'" "0 02 ' 0 57 006 061 Clearance Time (s) 4.'6 4.0 40 4 0 476" 4.0 4,0 4.0 4 0 Vehicle Extension (s) ' ' 30 , 3*0 ' 30 30 30 30 3"'0 3.0- 3.0 Lane Grp Cap (vph) 49 184 v/sRatioProt'^' O'OI 000 v/s Ratio Perm v/cRatio. "-'T 0 53 0 02 Unifom Delay, dl _ 67,1 55.3 Prog,resS[pn Faptor1 OQ " 1 00 Incremental Delay, d2 10.6 0.0 Delay(s).-' " ^ _ 7'7 7 555 Level of Service E_^ E Approacli'Delay(s} ' _ " . 72 0 Approach LOS E 257 c0.11 0,-7 57.6 >100 13.3 70 9 427 ooo': 0 01 41 6 1 00 0.0 '41.7 D 57 8 E 363 c0.04 0.18 ^3 3 i,00 0.2 '43.6- D 29 O'Ot 0 55 68 3 ioo 20;8 89 I F 2895 0 25 044 17.2 ,100 0.5 17,7 "B 186' B 101 c0 04 0 61 64.5 131 98 94.2 3104 c0 38 0.62 16.9 D49 09 91 A 118 B HCM Average Control Delay Actuated Cycle Length (sj intersection Caisacity ll|ilizabri Analysis Period (min)_ c 'Critical Lane''Groups ^ - • 19,5 0,57, 140,0 63.3%' 15" HCM Level of Service Sum of lost time (sj ICU Le.'el of Service B 80 111 Baseline Synchro? - Report Page 6 HCM Signalized Intersection Capacity Analysis Year 2030 PM 5/15/2013 > ^ l-nhjci'.i^i.s /iiffiiiM SSiSi; illi. ^i'lM;?^:^^-^''^!^'?::;.'^^^ Lane Configurations t^ tt r Volume (vplrj''''' iB48" 65 ^ 101 1395 SS57|i 127 ideal Flow (vphpl) _ 1900 1900 " 1900 i9o6 1900 1966 Tofal Losftfrol {s^-WW'. ' i//w;? :Cv"Uv;j^^;:;;" •••;-U " 4,0 ' ;';io,-40 "4 0' ' "W r ;li;'?^^^^^^«;?^^^^ yy^y •'^W.:^}W^ Lane Util. Factor 0,95 1.00 0 95 1,00 ioo Frt »' V/'^' '' 0 99 U!^ ;-}"-^^"-;^:iV-.100 , 1.00 100 0 85 Fit Protected Too 0,95 1,00 6,95 1,00 Satd Fiow{prot) , 3519 , *^i?.'^:^i/^'^;:v!^'^::-l?' 1770 3539 1770 aiililHIi Fit Permitted 103 0,95 1,00 0,95 100 Satd Flo'wTperm)," '' 3519 -.1770 3539'. 1770 1583 Peak-hour factor, PHF 0,90 0.90 0,90 0,90 0,90 0,90 1831 72 -112 -IMoS 63 iiliSiiiiiiii '^y.-.-W^^^^'^W^^^W-'^^^^^^ :/V^ \ RTOR Reduction (vph) LaneGrouoFloW'vph) 3 iooo ^- 0 0 112" 0 ' 1550 0 6'3' i"22'"" wmmmmm Turn Type Prot custom Permitted Phases Effective Green, g (sj Actuated g/C Rati'o' Clearance Time (s) Vehicle Extension (s) ' •\\ ,- 'ijiuaiiHrtirei ;*jj*-w;i»: 3 '37.^4 73 1 J '37,4 5,1 46,5 7,3 73 0 61 008 ' 075' ^012 ;d'i2 40 4"6 4 0 4,0 40 30 ^" s^o' " s'o ' 30 ;---'3o 2130 146 2663 209 187 c0 54 .^^ . G0.06./".0'44'^ 0.01 0 89 0 77 d 58 0.30 7pTd^'; * 10,5 27 8 3,4 24,9 24.3 • "iido^ ' ' • V ,1 Od' jW 100 y 100 ' . 52 '^'"li;?"6,'3' 0,8 6.2 s; 15,7; -; - , 48 9 3 7 , 25,7 ""•24,6'.';j B D A C .* 1 -9. '""15,7 "' - r'' 7 T' " - 6,7,' 24,9 iS^;i^;/^S/(|^ 'B 'A C Lane Grp Cap (vph) v/s Ratio Pro't'". "7 v/s Ratio Perm r//« Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Deiay''(s]'"l V ' ^ Level of Service Approach Delay ^s) Approacii LOS HCM Average Control Delay HQI^ Volurqe totlapacjty ratio ; Actuated Cycle Length (s) Intersection Capacity'utilization: Analysis Penod (mm) c ' Crfhcal Lane G(;oup ; 12.2 0 79 ' "61.8 ' •66.6%'- i?" HCM Level of Service Sum of lost time (s) ICU Level of Service B 12.0 Baseline Synchro 7 -Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar& El Camino Real Year 2030 PM 5/15/2013 t i Lane Configurations f ttti tt iSMiilffllKllsii; 125 87 2352 WM'i 27 '•2i,49://T::i,;;;/'.::,/:^^^^^^^^ Ideal Flow (vphpl) i960 igoo i9o6 1900 1966 1966 Total LpsTtirneTs) ^ ' 40 ' 4.0 "• ,4,0 \ 4"0" iilliliiilllliil^ Lane Util. Factor 0,97 i;6o 0.91 Too' 0.95 Frt.-. ^ . ^ too ; '0,85 • - 0.99 W^M%W^i. ',100 '-' Fit Protected 0.95 1,06 i.66 ^ 0.95 1,66 'Sa]d..Ffow{Rr6t) ;.> " ' 3433' 1583 / 5050 - ." 1770 3539 Fit Permitted ^ 0,95 i;6o' Too 'o^ir "Too'^"'""'""''"'' Sat(5, Flow .(perm) -.3433 1583 'l&jsd:!/! 1770 3539 Peak-hour factor, PHF 0,90 0,90 0.90 0.90 0.90 0,90 imaiiBii •139-9/ .2313. 127^^ -^.••.••l,.A-:'M'^--k 30 :iaMiilfiiiIiiSiiaB^^ RTOR Reduction (vph) 6 62 3 0 0 0 tEe''GrVup'PToV(vph) • 139 *35 ""273'7 0 30 l3llSii?Hlilifiii Turn Type Protected Phases '' ' custom Prot Turn Type Protected Phases '' ' iiiii 8 7 ilHliiliiiiiiiilllliiliiiS Pennitted Phases !'•>,<:-»:.•:;%: i-' :l-». 6 7 AchfaJp''pen,lG(s)' ; :;ii:4. '11.4 1121 , - - ^ -74:5: IMiliailililiiiiiiiliiiiS Effective Green, g (s) Acluate'd'g/C Ratio 114 114 1121 45 120.6 Effective Green, g (s) Acluate'd'g/C Ratio 0 08 Q,''d8 ' "0 80 / lililBilffiKililliBBlililiiii^ Clearance Time (s) ^ 4.0 4.6 "' "4;o 4.0 40 Vehfcie Extension'(s') "s'o' ": '3.0 • r-T 3,0"^-i '•W'\-^Wiy:'^ '•3.0 ^ wmmmiimmmmmmw^mmmi Lane Grp Cap (vph) 280 _ 129 4044 57 3049 v/s Ratio Prot ' cO.64 IBilii 002 BBIiiiiiiillBiliillii^^ v/s Ratio Perm V/c Ratio 0,50 ; 0.27 ;0,68 0,53 . ISiiliilililiiliiP^^ Uniform Delay, dl PrPgression Factor 61,6 "eoT 6,1 66.7 41 Uniform Delay, dl PrPgression Factor 1 00 ""'.'ipq" 2,50 1 o'or; WSSWSgyyMWyWWWmy^yWW Incremental Delay, d2 14 1.2' 0,6 8.5 2,1 DeLay(s) , 62 9 61 6 15,"8 ". 75 2 i;Ssiig||?iif|S|if||77i7 Level of Service E E B" E A iSppro'ac^ Delay (s)" wwmi 15 8 SlUSISil wmmwismmmimssmmmsm. Approach LOS E B""' A HCMAve^^^^^^ , J,3^.9 liBliHlliHiiiiillftiiiiiilfi Actuated Cycle Length (s) _ 140.0 siBiSiHiiliiKiilffiiiiSiS^^ Analysis Period (mm) 15 5||iM|i^i;|ane?|^g|i^ HCM Level of Service Sum of lost time (s) ICU Levefoflfeervice B il! Baseline Synchro 7- Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Year 2030 PM 5/15/2013 > > *-^ t A V Mill mwwm.. Lane Configurations tt \ tt ttT» ttt Volume (vph)^ PMie'; 722 W-^M>W'-137 473 248 254 :;T|4|;|gr;/: iWiiWWM' 1529 936 lideai Row (vphplj Total Lost time*(s) • i96'6 1900' 1966 i"900 1900 1906 1900 1900 1900 1900 1900 1900 lideai Row (vphplj Total Lost time*(s) • 40 ^ -'Wo {;4;o/ ' r4;o 40 ipi 40 40 40 ' 40 Lane Utii. Factor 0.97 1,66 100 *i,66 1,66 6.97 T.66 0.97 *100 1,00 Fi;?;7;;^ssSv7;;; 'MOO ;ii6di 0 85 ; Too pii 0,85 -1,00 0.99 1.00 1 00 „/D,85 Fit Protected 0.95 ' 1.00 i,o6' 6,95 ' Too 1,06" 0,95 Too 0.95 100 1,00 Satd.'FloW (prot)" . 3433 , 3725' "1770-iipl 1583 3433 5539 3433 5588 • 1583 Fit Permitted 0,95 TB " 0,95 i,"66 •'1.66' " 6^5' i.66 0.95 100 1,00 Satd^Flow-'(pe1'm->'--.;s, - • ",3433 3725 ^•1583-1770 •:"3725 1583'^ 3433 's'ssg 3433 •, .5588 " ' 1^83 Peak-hour factor, PHF 0,95 0.95 0,95 0,95 0.95 0.95 0.95 0.95 0,95 0,95 0,95 0,95 Adj^Fi9w(vpy)^.:' ' 922 " 760.' V''435' ' TT4' ' "4'98" ^ 261'^ 2fi7 "i^pTr""'; 75 391' 1715 RTOR Reduction (vph) 0 o" 'm' "6"' 6 l'58 0 5 0 0 6 12 Lane Group Flow (vph) " 922 V- '^ed'^ 273 :-'T44--'498^' fdS-^ 267 1274 0 "' 3'91 1715 "973 Turn Type P]olecled''Phasls /'' Prot Perm Prot Perm Prot Prot pm-i-ov Turn Type P]olecled''Phasls /'' 5 TW^^. llfSil ';; ,1;' 6 8 lilHil Pennitted Phases 2 * " 6 " 4 Actuated Green, G IS) %9: ' 'MS.'s-r 488 ' fl 24 9 24 9 133 4d'd " • : r \5.^w ' i-8 Effective Green, g (s) 40.0 48.8 48 8 24.9 24.9 13.3 '40,0 ^'^ 19.1 45.8 85.8 Actuated g/C Ratio' •" •• • - . 029'' '=.0.35" 0 35 012 013 ,018 Oio'; 029 0.14 033 iSI Clearance Time (s) 4.0 " 4.6" 4.0 4.0 , , ^ '4.6 4.6 40 4.0 ' 4,0 40 Vehicle Exfehsion^s) '•-^-""3,0" • "3.0" 30 •^3.0 30 3.0 " ' 'ao"'"'-3.0 " ' 3.0^ 30 \i--.3:0 Lane Grp Cap (vph) 981 1298 552 204 663 282 326 1583 468 1828 1015 v/s Ratio Prot > 0 27 llIPl fflii iiifl WWWWWy O'.OS';-023 fillHIf • -0.31' • cO.27 v/s Ratio Perm '''6;i7" '6.67' "0'34 v/c.Ratio_ , . . • .' 0.94 ; U59' 049 0.71'' ' 0,75' iiill; 0.82 , 0 80 0.84 0,94 Ili Uniform Delay, d1 48.8" 37.3 "35.9 "59,7 54.6 56.6 62,2 46.4 58,9 45 7 25.4 Progression Factor 1.00 • i'oo illll 0 96 ; 0^1 093 ' •1,32 ' 0 83 iiiiioi 0 95 WM incremental Delay, cl2 16.6 ' 0.7 af •' "9.2 " 41 0.7 i3,3 '"^'4.6 9.8 8,9 16.0 Delay (s) • < 64 8. 38.6 -36 6 6':.2 •-'48.3 M78 ,95.6 42.3 , • ,68.6 .;' .^52 4 ^ -..40,6 Level of Service E ''D " D ;;^i D' D_ ^ F D E D D Approacl^ Delay (s) .49,4' '51,0 "515^ -50,7: Approach LOS 'D D' D""' D HCM Average Control Delay HCM;Volum6 to Capacity ratio Actuated Cycle Length (sj liliSSKiiKiiH^IlSffi Analysis Penod (mm) |j|;Grjic|||iafjl|Gi^ 50.5 '146.0 '90.1 »/o 15 HCM Level of Service Sum of Iost time (s) i'Clif^ivlt^ilSei^lc;!;} D 8.0 ;1ES Baseline Synchro 7- Report Page 3 HCM Signalized intersection Capacity Analysis Year 2030 PM 5/15/2013 > *-^ t A V i V f^^^^M?-?^Ml;u. .>.-7^ ,„ t^./^ SUM 1 . iy^0w Lane Configurations tT* tT^ Volume (vph)- ••, - ; , ' 59 968 :i';;8d:-' 20 627 83 77 20 40 131 16 178 Ideal Flow (vphpl) 1900 1966" ,1900 1966 1900' 1900 1900 ^ 1900 19O0 1900 1900 1900 Total Lo^l time (s)' 7/7liK 7111 '4,0. 40 • -"'4,0-4,0 Lane Util. Faclor 100 "6;95 "i;66 . ^ . "i,66' ' 1,66 1,00 Frt ^ . ' ;io'o • * 'p.ogj-'•idd: 0 98^ 0.96 100 0.86 liiil Fit protected 0.95 1,00 095 1.00 ""6^97 6.95' 100" S^fet-Flow (prot) ." ' 17J0 ' ,3499" i77d • • 3477" ' 1741 1770 i607 FItPermitted 0 95 1 03 0.95 1.06 6,97 ""6;'95" 1.66 Satd Flow (perm) ^ 1770 3499' 1770 3477 1741 -1770 • 1607 ' Peak-hour factor, PHF 0.90 0.90 0,90 0.90 0.90 0,90 0,90 0,90 0,90 0.90 0.90 0.90 " 6C iiil §9 - ,22 -697 ""92" 85 iliBp /S.ji'.^^,^jjiij,-;<j-v/;:iSH'S »1 mm 18 198 RTOR Reduction (yph) Lane Group Rov (vph) 0 7 '""'6' 0'" 12 0 6 23 0 0 ie'e 6 RTOR Reduction (yph) Lane Group Rov (vph) 65 '• o' 22 • '777 ~ 0 129 '0' ^ r46^ 50 7SQ Turn Type Protected Phases Prot 4, Prot 5 ; W4 w Split 2 2 Split 6 • 6 Permitted Phases Actuated Green.-G(s) Effective Green, g (s) MuaMg/e-.i=?atio-:-"'^j: Clearance Tjme (sj Vehi cle "Extension (s) "• '^5,8 5.8 0 08 4.0 ^30 50 0 sol •"""•6,43^. 4,0 ' ^^30 22 2J d:o3i 4.0' so 26 4^ 26 4 0,35 " i'o' 3,0' MB i6.6 0,15 40 30 112 11.2 yoM': 40 3.0 11 2 112' 016 4'.6 ' 3.0 Lane Grp Cap (vph) v/s Ratio Prol v/s Ratio Perm v(c Ratio , , Uniform Delay, dl ProQ'ession Fac'o' Incremental Delay, d2 Level of Service Appr6¥ch'petay'(s) Approach LOS 147 1500 ilKiiiiiii; l0|51it0iplSI7 'sol17T liSgiiii^iiit Tr""11"'" D B iSi^lipliiii '"""""B 56 fill 0 39' 33,2 ifil 45 377 D" 1311 0 22 loS '17.5 fclpl 2,6 19.5 B ' 20."0: B 264 0,49: 27.2 i,4 28 5 C 28 6 C 283 cp08 0 52 26,9 1 00 1,6 285 C 257 0.03 WMI 25,5 ''1.00 0,4 25 9 C 26,9 C HCM /Werage Control Delay fliSSiffiiliBiBiSil^;! Actuated Cycle Length (^^^ IMSIiliiiilltiiiiMllil Analysis Period (min) c .CriticalLarieGfoyp ^ , : 20.0 iiiei • ~ 15' HCM Level of Service Sum of lost time (s) liliiKPSeSili 16.0 'c Baseline Synchro 7- Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Year 2030 PM 5/15/2013 < t t V \ /Jlllf ,T/ Lane Configurations W tt^ ttt Volume (vph) ;/7M5/' 6 §1970;^:--21 7 1732 Ideal Flow (vphpl) " 'Igoo " 1900 1900 1900 1906 1966 Total Lost time (s) ' ' '4,0 40 lilfi WMSWWWWWWWW^WWSWWWWWWM Lane Util. Factor OSI 0.91 i.66 0.91 * 7'"'; * , ; 0.98'. ioo '•100 ilWiflii/liifpillpS^ Fit Protected 6,96 1.00 a95 1.00 Satd Flow'(prol) 3405 . 5077 . -r70 5085 ; " "' -„ " Fit Permitted 6,96' 1,00 "6,95 1.66 Satd flow (perm)-''' • 3405 'fWffWW, 177'0 Iid85l7i17liiiii^ Peak-hour factor, PHF 0.90 0,90 0,90 0.90 0.90 0.90 AdjFlow(vph) . • " "6i " 7 2189 23' " 1924 RTOR Reduction (vph) Lane Gioup Flow (^ph) 7 6 0 0'" 0 RTOR Reduction (vph) Lane Gioup Flow (^ph) ;"6i 0 22T2 ' • WM 8 mmimmmmsmmmywmwmwwmwy Turn Type Protected Phases Prot Turn Type Protected Phases J ;67 . 8 -777 Permitted Phases ^tu-aP;«:G^(s), 68 Mi9:7;7> ••;:S-Tj^tVt?;;---' .-•?;?; r'l/j^'J'K. .""1.5" .1252T:-;^ ^/-^'-t-"" Effective Green, g (s) 6.8 119.7 1^5 * i25,2 Actuated g/C Ra'io 0^05, :-:.^;,3!".^">f ;•.-?.-.>•-;•(• "d,8B ': 001 »€,^i:ia!S£i:|i/m:;;i^^ Cleararice Time (s) 40 ""'" 4,6 '4.0 4,0 Vehfcle^Extensiofi (s) " 30 30 ^ • 30\ Lane Grp Cap (vph) v/s Ralio Prot'!' , > ^ 165 ' c0,02 4341 ' co.44; •; 19 iSSl 4547 c0,38 v/s Ratio Perm v/c Ratio " ' - \\ T " 037 -: Uniform Delay, dl 64,5 .Pi^dgVliiipn F&dpi f--': " ~- lOp I' Incremental Delay, d2 i,4 Delay (s) ^. ' , " \ e'SO Level of Service E Ap"pt.6ach befayjs) '''. , "^mSs' [ ApproatJiLOS ' ' '''" ' E " lOtSii 2,6 0.06 0 3 0.4 A 04 A :i0i2S 68.8 "065 7.3" 52 3 D 0 42 Tl' 3 29 'oT' 43 A 4.5 ••: A m HCM Average Control Delay HCM Volum^to;capaaty ratio.. Actuated Cycle Length (s) Intersection, Capacity Utilization Analysis Period (mm) c Critical Lane Group 34 "O^SL; 146,6 ^""48.5%^ 15 HCM Level of Service Sum of iosttime (s) ICU'Lev'el of Service' ^ 12.0 illll Baseline Synchro 7- Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & E! Camino Real Year 2030 PM 5/15/2013 Lane Configurations Volume (vph) Ideal Flow (vphpl) TotajLost time (s) Lane Util. Factor Frt ^:'7, Fit Protected' Satd Flow(proti Fl: Perm'tted Satd Ftow (perm) 40 1900 4.0 1.00 1 00 0.95 1770, 0.95 1770 4 1900 '40' 1,00 0 89 1 00 1663 'lOO 165? 1900 110 1900 ^40 1,00 100 0.S5 i77Q 0.95 '1770 t 0 1900 f 122 1900 40 1,00 0 85 1,00 1533 1,00 1583 ^ 20 1900 *40 1,00 100 0.95 1770 0,95 1770 1810 1900 40 0,91 099 1,00 *5024 ioo 5024 159 1900 170 1900 40 1,00 1 do 0.95 1770 0.95 '1770 ttii 1947 1900 40 0,91 . 100 1,00 5074 " 100 '"^074 30 1900 Peak-hour factor, PHF Hmmw:,Wy RTOR Reduction (vph) Lane Group Flow ivph) 0.90 0 '44 0.90 4 9 "^"5 0.90 . 10 0 ' d" 0.90 122" 0 122 0.90 0,90 0 " 13j "o' iTe '0 20 0,90 22 ""o" 22 0,90 2pT7' 6 2l82 0,90 0,90 177 189 0 0 "^ 0 '- i89 0,90 0.90 216^".? '33 1 2195 Turn Type P'otected Phases Permitted Phases Actuated Green G(s Effective Green, g (s) pd;ate|'g/eMafia7^"^ Clearance Time (s) ^ Vehicle Extension (s) Prot 6,9 005 40 30 15,q 15,0 Oil 40 3''Q Prot w 121 12.4 0 09 4.0 SO Perm 20 5 20,5 0i5": 40 3'0 Prot 3 38 3,8 0 03 40 SO 8 78,4 •784" 0'56 40 30 Prot •^•^.''"'•'-7 182 18'.2 * 01"3" 40 30 '-.4 928 92.8 '0 66 '4.0 3d Lane Grp Cap (vph) 87 178 y/s Ratio Prof ' ' 0 02 000, v/s Ratio Perm V/$Ra;tio7!'. '0'51 ' 003 Uniform Delay, dr ' 64;9 56.0 Progilssip'o Faciof^,, _ . \ i 00 1 'Po Inaemental Delay, d2 4.6 0.1 Oeflyfsj;^-. " 69 5 56,0 Level of Service E E Appr'b'a'ch'"Delay(s) - '66;2 Approach LOS E 157 c0 07 •0,78 62,4 100 21.1 §3'5 F 232 cO.01 0 09 51.7 •1,00 02 '-51 8 D 48 0 01 0 46 67,1 foo 6,8 73 9 E 86 8 E 2813 .cO.43 0 78 24.0 ' .1 00 2.2 '. 25:1 C 230 C 230 cO.11 0,82 59.3 ' 120 19,7 91 1 F 3363 0.43 065 14,0 0.56 10 88 A 153 B HCM Averaje Control Delay HCM Yplilme to Capacity ratio " Actuated Cycle Length (s) Inlefsectron Capa'clty Utilization: Analysis Penod (mm) 0 "Cntical Lajne^ferpup Wffi 23.7 '' '0,68; uo.'o J0,7% " 15" HCM Level of Service Sum of lost time (s) IC'U Level of Service' 12.0 C- Baseline Synchro 7 • Report Page 6 HCM Signalized Intersection Capacity Analysis 1: La Costa Ave. & Saxony Road Year 2030 + Project AM 5/15/2013 Lane Configurations ti^ tt f V't|ime'(v|^^ 1304 102 118 1401 31 65 Ideal Flow (vphplj 1900 1900 1900 1900 1900 1900 Total Lost time (s) , wmwW' 4.0 i--:4:P;? WWW^WWWwWmWM&W: Lane Util, Factor 0,95 1,00 6,95 1.66 i.oo Frt 0 99 1 00 MMy MldOT 0.85 WWWWWWSSW: Fili=rotected 1.00 0,95 1.60 '6I5 1.06 Satd Flow ("prot) -3501 1770 ilmWh fi?7di 1583 ysyiyfyyWi FItPermitted" "Too" 6^95 ' 100 0.95 1.66 Said, Flow{perm) ' ' 3501 3539 1770 1583 Peak-hour factor, PHF 0.90 0,90 0.90 0,90 0.90 0.90 Adj. Flow (vphj .;TT449"' ^ 'T13":-" "131';' "'1567 •' •. 34-'\ 72 ' ' iiSlfflliii! RTORReduction (vphj 5 'o'"" * 6 0 0 66 Lane Group'Flowtvph) wwiwm'-'-IBiiSlilii 1557 34 6 Turn Type Prot custom Protected Phases; > " '. "2 'W ^-6 3 yyiyif!3y~yyjy^Q:;yyy:sy. iW -7^1/ Permitted Phases "8 f tifualed'Green, G (s) 42 8 8 0 54.8 • ' 62 .6.2. . ^ . s 5 - Effective Green, g (s) 42.8 8.0 54.8 '6;2 6.2 Actuated g/C Ratio • • 0,62 0.12' " 'O.79-' iO;dp 0 09 ' . ' . ::i':;:-i;'-i;;;^;:-; ;::::u:'vi Clearance Time (s) 4,0 40" 4,0 To ' 4.6 Vehicle Extension (s) 30 3.0 SO 30 'yyywyww. Lane Grp Cap (vph) 2172 205 2811 159 142 v/s Rati'o Prot ;;|||Q.4|; WWwMWWSMW. |cd;li c0 02 v/s Ratio Perm ^W^^WmSW0WW&W 0 72 0 64 0,55 ®,2f| W&fWWWWIW^WWWiWW. Uniform Delay, d1 '9.'0 29.1 2,6 29.1 28.7 Progression Factor ' 100 IliliKlipdS WMW 100 WW0WWWWSSWWWWWW. ^.Wy^yWi^-fi^'^WWWW'iWWW ywyy^yyyyi, Incrementai Delay, d2 1.2 '6,4' 01 6.7 6.1 ii!li!iiiSiil-Sii;i i7lpTT 35.5 28 iSgfl S8:p;il7SiiSPi lSl7iiiSiii, Level of Service B A c c Approach Del.ay"(s) l:/;/To7 54 lilii; lSS;if;7iiilliilHI Approach LOS B A c HCM Average Conlrol Delay |SM:';|||!S|gj^^ Actuated Cycle Length (s) fn|||se|tiQ|;|ap||t|||ti^ Analysis Period (minj 8.3 "0,65: "69.5 ::5apl 15 HCM Level of Service Sum of lost time (sj HiitEevefpSSefsice 12.0 ISi: Baseline Synchro 7- Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camino Real Year 2030 + Project AM 5/15/2013 Lane Configurations V\ •n tt ypium||yjpl§;77^ WWWM':: ymw 1866 130 59 2051 Ideal Row (vphplj _ 1900 1900 1900 1900 1900 1900 Tolal Lost time (s) 40 40 WW^yWm 7=lid?Jai-;ffl^;-::::/:::,;/ Lane Util. Factor 6,97 1,00 ' 6,9i 1.00 6,95 Frt 100 0 85 WQ:02W. 777:S;00; 1 00 Fit Protected "795' ' 1,00 1.6o 0.95 100 Satd, Flow (prot) 3433 1583 '5036 1770 3539 Fit f'ermltted 0,95 1,00 1,00 0,95 1,00 Satd Flow (perm) 3433 ,1583 5036 • 1770 . 3539 " ' " ~ Peak-hour factor, PHF 0,90 0,90 0,90 0,90 0,90 0,90 Adj Flow(vpfi) '• . 51. "'^23 2073 144 ' 66 2279 ' , , RTOR Reduction (vph) 0 2i 4 0 0 6' Lane Group FlovJ (vph) ""'• 51 .'2 2213 0 66 WmBcWMW9sSS9XWB0^ Turn Type custom Prot Protected Phases -' 1 Slim .8. 7- Permitted Phases 6 lillBlilliliiiiiMBI^^ Actuaied Green, G(s),.,:,.:.: ^ 10,3 103 108,9 88 lillBlilliliiiiiMBI^^ Effective Green, g (s) 10,3 ias" "'i68,r" 8,8 121,7 Actuated g/C Ratio' d,07i • ' 0,07 0 78 0,06 0.'87 Clearance Time (s) 40" 40 '4.0 40 40 Vehicle Extension (s) 3.0 30 30 /l/iSlfl.! 3.0 • " - Lane Grp Cap (vph) 253 116 3917 111 3076 v/s Ratio Prot 0.44 •i;77ip;i; cO.64 v/s Ratio Perm 0,00 v/c Rati'o 0,20 '7didif 0 56 0 59 lmM:WWWWW0yW^WWMWWWWmW Unifomi Delay, di "61,0 "66T 6.2 63,9 3,4 |K:^te|s!OT;|S|c^ iSilK HiPl WWMWWyWWmWWWmWWSWyWMIW^^ Incremental Delay, d2 0,4 oT " 6.5 ' 8,3 1,6 D:elijr:ts|l||iw iiiip 60,2 72,1 7;;®il7il7ilil7ii7ii^ Level of Service E E A E S§p:f6^D|as|:($j7HS 61 0 yi:^W^yW--yW-67 ;7:6:§;;iSRii37i7ill7s7S Approacii LOS 'E'" A" HCM Average Control Delay j^H^yftiiftttSt^ Actuated Cycle Lengtii (sj fnfeisiSifpfiif |pS^ Analysis Period (minj 7,6 W^!m 140,0 ^65;7i: 15 HCM Level of Service Sum of lost time (s) icuTe'i^ejvi^fwi^e? 3,0 C Baseline Synchro 7- Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camino Real Year 2030 + Project AM 5/15/2013 > —*• > r ^ t :^EB1S' fi-- Lane Configurations tt f tt f m Volume (vph) 799 332 386 ;':i5i: 581 239 ;:T230:^: yWsr::.:. Ideal Flow (vphplj 1900 1900 1900 1900 1900 igoo i960 1900 Tpt^fpjstvtijii^^^^ s7i;4;d;'-iiiip;; 7TdT mm': WX3M-1 40 W:MM 4.0 Lane Utii. Factor 6.97 0.95 1.00 1,66 " 6.95 i.oo 0.97 o.gi llliSiiiiiii 1.00 •|;i--:Qpi >T0;85/-; ;-Ti;6o;' ;7T0dS 0 85 1.00 ;:7io6;;-; Fit Protected 6.95 T.OO 1.00 6,95 ' 'ioo' i.OO 6.95 ' i;66 Satd Flow (prot) 3433 3539 1583 7770" 3539 1583 3433 5063 Fit Permitted 0!95 " i,o6 i"!oo 0.95 i"!66 i.OO 6.95 106 Satd Ftow (perm) • 3433 3539 1583 i/i776:' 3539 1583 3433 ".5063 Peak-hour factor, PHF 0.95 0.95 0.95 0,95 0.95 0,95 0,95 0,95 Adj'FlDw(vph)^:.. 7iBSiS " 349 ;• 159 iiifs • 252 ,. • 242 -',-797 RTOR Reduction (vph) 6 6 225 0 6 • 0" 2 Lane iSroup Flow (vph)"' liigIS 'iisii llSill 105 242 23 1900 V\ 158 1900 w.m 0.07 100 0,95 3433 0,95 3433 ttt 1325 1900 :!;';4-d;' 0,91 7,00^ i;66' 5085; 1,06 5085? f 746 1900 4,0 i.OO 0.85 160 1583 "T.66 1583 0,95 24 0 '0 0,95 'MM 0 166 0,95 1395 6 1395" 0,95 785 23 762 Tum Type Prol Perm Prol Perm Prol Prot pm-i-ov Protected Phas'es 5 2 1 6 /p^/:^!;^;!; '3 - 8 '7 4" 5 Permitted Phases ^ 2 6 ' 147^ 12.1 4 Acluated'Green;'G"(S).. 32,2 . 45.2 "30.8 ,30.8 ' 147^ 48 9 12.1 46.3 78,5 Efliective Green, g (s) 32,2 45.2 45,2 its" 30.8 " so.'s" 14,'7 '48,'9 12.1 46.3 78,5 Achiated g/C Ratio lilfpl Il3i:; 0,32 ioMI 0.22 IfdSit 0,35 . 77;.i:Q§SI 0,33 0.56 Clearance Time (s) 4,6 4.0 40 '46' 4.6 4,0 4,6 4.0 4.6 4.6 40 Vehicle Extension (s) WyW^!&W ';if3:d;,| 'l:^r3:GS 3,0 'mm :;.i;3;DS* 30 3.0 3.0 3,0 Lane Grp Cap (vph) 790 1143 \§:pg;illlll/7i7;;c^^ v/s Ratio Perm |^iBit|lp|i7lt7i7S^ 'u'niib"rni'peiay;;d^^^ 53,9 35.6 Progression Factor'J 1,00 1 00 incrementafDeiay,'d250,6 6.'2 Delay ts) - 104 5 35 8 Level of Service F D Approach Delay (s) 72.2 Approach LOS E Pnte^'^cSBf^'ohjrf^f^fe^^ 'i.t: HCM Average Control Delay Actuated Cycle Length (s) lnters'ection::Qapacity Utilization Analysis Period (min) %/Sflfcl||a||;§ffi 511 0.11 0.35 36.2 iJop; 6.4 51.9 0.89 iiao 14;4l'' 15 225 779 f|M7SH7'^ 0 71 0 79 "ssi5i,5' 114 '0,86 8,4 45' 75,3 48,7 E D S7Hi;54;7:3 D 348 'aof 0,30 45!6 1,23 "6!4 55-5 E' 360 WMi idll 60.3 tiif,;: '4.7 MM E 1768 "SIC 0.46 35.4' 16:74^; 0.9 271 C 37 9 D 2g7 0,05 0,56 isi.4 0.95 i.5 6OI : 1682 0 27 0.83 43.2 1.00 3.4- D' 43.1 D HCM Level of Service Sum of lost time (s) llGtiLevMSfiSecyiSS D 20.0 711 gss sdT'9 6.20 0 82 24.9 S;1M7 s.g iasT c Baseline Synchro 7- Report Page 3 HCM Signalized Intersection Capacity Analysis 4: La Costa Ave, & Shopping Center Drwy. Year 2030 + Project AM 5/15/2013 Lane Configurations HH3 tti t^ A* *s !• Volutiie (vph) 39 3g2 72 33 813 82 31 5 ;:•;'Tg -' 48 10 131 Ideal Flow (vphpi) '1966 ' i960 1900 1900 1900 1900 1900 ; 1600 1900 1900 1900 1900 T^@:Lpst|ine;(i^ WWW^ 4.0 //•p;:;: ww:o: ;71|i 40 40 4.0 Lane Util, Factor 1,00 0,95 1,60 6.95 i,o6 1,00 1.00 Frt 100 0,98 100 0.99 100 0 86 Fit Protected 6,95 i.66 0,95 "166 " 0,97' 0.95 1.00 S'atd. Flow (prot) 7ii7lo.S ;i45ii ;i|M9ii ///;;/;/: 1728 1770 1603 Ftt Pennitted 0,95 1.00 0,95 i';66' 6:97 0.95 1.00 Satd, Flow (perm) • • , ipi77d;/ 3457 y^'iSSy TTIld; 734911 1728 1770 1603 Peak-hour factor, PHF 0.90 0.90 0,90 0,90 0.90 0.90 0,90 o,go 0,90 0.90 0.90 0.90 AcljTlbwjvph)" " 43 " 37 '903 •"34' iiiii 21 . 53^ "146 RTOR Redudion (vph)' 0 ii' 6 6 "8 0 6 18 0 0 128 0 'Lane Group' Flow (vph) ' '• ^ 43 • 502 0 37 ' -• 986 " • 0 ifEioi 43 0 53" '29 ^ '0 TurnType Prot Prot Split Split Protected Phases \ ' '7 '4 'i3. -8 IlliSii 2 - ' 2 ,-.•6 ' 6 ^j:-^:/j;.;;:1 Permitted Phases . 32,9-l^'tijafed Green, G,(s)" 3,8 34.2 2.5 . 32,9-ililii 85 ;|l|:||||; 88 ' 8.8 Effective Green, g (s) 3,8 '342 • 2.5 32"9 8,5 8,"8 8.8 Achjated g/C Ratio' 0 05 1;S:4H - 0,04 ' 0,47 0I2 71111 v:ci;i3;'H' 0.13 Clearance Time (s) 4,6"' • ' "4.6 4,0 4.6. 4,6 4,0 40 Vehicle Extension (s) ;:7-;ild*; yWWW 30 3d 30 30 3.0 ;?iS''7^ Lane Grp Cap (vph) 96 1689 63 1641 210 223 202 v/s Ratio Prot c002 0 02 cO.28 CO 02 0,02 v/s Ratio Perm 0.60 v/c Ratio 0,45 WM^ 0.59 0.60 0,20 0.24 0.15 Uniform Delay, di Progression Factor 32,1 'i'6.7 33.2 13.7 "27,7 27.6 27.3 Uniform Delay, di Progression Factor /:;:|Til5 0.54 ;iii; 1,00 100 Sil'SW 11:001; Incremental Delay, d2 3.2 0,4 i'3.2 " i.'6' 0,5 0.6 0,3 Delay (s) ;;::;i4i5f ' 62 15,3 . yyyM}. 28,2 28.1 27.6 Level of Service "' " " D A 'D B C C C Approach Delay (s) •Siis;/ 28 2 27.7 Approach LOS A ' ' 'B C C HCM Average Control Delay i|e|t;fpiiiisiipiti^ Actuated Cycle Length (sj |nlefl|^|§;Gp|piiy;^ Analysis Period (minj |;|;§fi|^f|an|^i;iiu^^^ 16,0 0,47 70.0 ;:53:7i i5 HCM Level of Service Sum of lost time (sj |"!3ij;il\i|;i;Sif^iSi;^ B '"i6;o' A Baseline Synchro 7- Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Year 2030 Project AM 5/15/2013 Lane Configurations Volume (vph) Ideal Flow (vphpl) Tp|ii;t:6$f Lane Util. Factor iilliSliilll Fit Protected Satd Flow (prot) Fit Permitted Milfefiil(pliTi)7j 37 1900 ii;pi 6.97 0.99 0.96 111 6.96 Mi' 3 i'goo 1900 :7i). 0.91 lOO: 1.00 5073: 1,00 f;5p7| 19 1900 1900 14.6; '"'i66 :i';66v 0,95 1770 0,95 1770 ttt 1795 1900 Wm 6.9i ;iP6^; 1,66 5085;: T66 50855 Peak-hour factor, PHF Adj.;Row-(yph) RTOR Reduction (vph) 0,90 " 41 " 3 ill 0,90 0.90 Bi^iippef? 0 1 - 0 " 1320' 0.90 - ,21 6" ••'-'d; 0,90 9 6' 9 0,90 1994 " 0 119^1 Turn Type Prot Protected Phase^'' ; '-/6''.; - 8 ' ' • • "7 liiillliSSiBiiiiiiliiiiSii^^ Permitted Phases Actuated Green, G (s) 120 5 1,5 ITf;oiiil7iSiiii7S^ Effective Green, g (s) 6,6 ims" 1,5 126.0 Actuated g/C Ratio ^ ; 'mKWWm 0,86 liifO-SH 0 90 ' ' * . Ctearance Time (s) 4,6 40 4,0 4.0 Vlhl'i;i^;Ellnsioil?(s^^^^ WmM.o^yW 3,0 30 '/0W;S;K;:;|77?S Lane Grp Cap (vph) 146 4366 19 4577 v/s Ratio Prot cO.OI 0 25 /7liM;i cO.39 v/s Ratio Perm v/c Ratio 028 tlll|Pld77 0.47 WmWyysWSWWmWWWmWW^^ Uniform Delay, dl 64.9 1,8 68.9 u §p§fgt^|;^ft|;i*7S 1 00 77i:lPT§i7s 0.60 Wm3^iWwyiMWWWWWWW:MWW^ Incremental Deiay, d2 1.1 6";2 12.0 6.2" SiiliilillliifiSlil 66 0 WWSS&fWS. 53 0 fiBmW'^wiM&wwww& Level of Service """E" '"' ' ""A ;;•;;_ J) Approach Delay (s) 66 0 WWfSlmS^WyWi •^••T//-;'v>^^'177-:''/-' i;aiil7;ilfii:Si7l77:l7;'M^ Approach LOS E "'""A A PefsectioolSCiraffSr^^l !gW^Wg3^iiw«l:5iSiiW^ HCM Average Control Delay t||M:|ji^9m^ji|£^^ Actuated Cycle Length (sj jnfefS|||cK;3||i^ Analysis Period (min) p\jfCntiei|[^|^Gr^ 5.2 fi6;43i ' iio.o 15 HCM Level of Service Sum of iosttime (s) iPuSi^eliS^sli^iee^^^ 8.0 A Baseline Synchro 7 -Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Year 2030 + Project AM 5/15/2013 > > r ^ t A V I V HHSf MUS: M Lane Configurations Volume (vph) 24 2 6 178 t 3 y.Mr. 14 ttT^ 1125 29 58 ttti 1697 36 Ideal Flow (vphpl) 1900 " 1900 igoo; 1900 1900 1900 1900 1900 1900 Tgoo 1900 1900 Total Lost time (s) 40 74:3;^; 40 40 40 WS^oW 40 Lane Util. Factor 1,66 *"i,66' " 1.66 1.00 1,00 "i.6o 0,91 6,9i ,iliiPliii77 ;7;Slld; 0 88 WWmi ;ild6v 085 Sip 100 /plod;? 100 Fit Protected 0,95 -'^;QQ" •"6.95 1,66 1,00 "6.g5 "Too 0,95 1,00 Satd. Flow (prot) 1770 11141:7 1770 '186© 1583 1770 "5066 iiilffiii 5069 Fit Permitted 0,95 1.00 0.95 " i.66 Too • 0.95 1,00 6.95 1.00 Satd, Row (perm) , •' -1770 sail®' 1770 1863 1583 •i77d;/ 5066 : i77d "5069-- Peak-hour factor, PHF 0.90 0,90 0,90 0.90 0.90 0,90 0.90 0,90 0.90 0.90 0.90 0,90 Adj.'F]OT^(\^it>)-27 . ^2 , 7 ' M98^ 3 ^ 180 16 liiSfi 32 ' 64 1886 !iij RTORReduction (vph) 6 6 " o' 0 6"' 115 0 ' i ' 0 '6 1 6 Lane Group Flow (vph) 27 0 WSMM 7131 65 HP 1281 0 64 . '•1925- Turn Type Protected Phases - Pejmitled Phases Prot 5 2 " :Sp;i?:f::K Prol iiii .6'. Perm 6 ~ Prot 3 8 Prol 7'7-' 4 Actuated Gree'n,;G'(s)' -. .-' 3.9 157 20,3 32.i ' 321 29 794 - ;:,,8,6-: 85.1 Effective Green, g (s) 3.9 157 20,3 32,1 32.1 2.9 79,4 8,6 85,1 Actuafed g/C Ratio iiiiffi; . "Oif; 0.15 023 023 0.02 0.57 ^:"'0,06"^ .0.61 Clearance Time (s) 4.0 4,0 4,0 "40 4.0 4.0 4,0 4.6 4,0 Vehicle Extension (s)-WWWMi 30 30 30 3.0 WWi.Sy 3.0 30 Lane Grp Cap (vph) v/s Ratio Prot 49 0 02 184 'ooo 257 c011 427 363 37 0 01 2873 0 25 109 cd04 3081 Cp38 v/s Ratio Perm 'c6;6r' v/c Ratio' 0,55 0 02 0 77 •WoM'-'iwmw 0 43 0 45 0,59 062 Uniform Delay, dl 67.2 55.3 57,6 '41,6 43.4 67.7 • 17,6 640 174 Progression Factor Incremental Delay, d2 liiipdf '127 1 00 6.6 1 00 13.3 1 00 6,6 100 0.2 1 00 7,9 100 0,5 "" 1,13 7.3 0.49 0,9 Delay (s) 79 9 7^i7 70 9 illp 436 ^ 75.6 181 79.2 94 Level of Service E E "E "" D D E" * B" E A Approach LOS 73 8 E 57 8 E 188 B 117 B HCM Average Conti'ol Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) ,jn^i||||gffi|^paS§^^^ /Analysis Period (min) e;f||i|^|tiinl;|rgp7|^^ 19,5 7111 140,6 ;^63?6%s 15 HCM Level of Service Sum oflost time (s) ;icy;;L'i/l;Slsifijd^^^ B 8.0 WM Baseline Synchro 7 • Report Page 6 HCM Signalized Intersection Capacity Analysis 1: La Costa Ave, & Saxony Road Year 2030 + Project PM 5/15/2013 Lane Configurations tt* Volume (vph) < ' '1656 Ideal Flow (vphpl) 1900 Yotal Losftime (s) ' 4 0 Lane Util, Factor 0,95 f'rt 7, > . W. . 099 Rt Protected 1,00 Satci, Flow (prot) . ,3m FItPermitted 1,00 Said; Flow (perm) ' • .3519 65 1900 102 1900 40 1,00 1 00 0,95 1770 0.95 T770 tt 1401 1900 40 0 95 J.o\ Too" 3539 1,00 3539 1 57 1900 40 1,00 1,00 ' o.gs" 1770 6,95 1770 5* 128 1900 40 1,00 0,85 " ioo 1583 1,00 1583' Peak-hour factor^PHF 0.90 0,90 0,90 : ; T84J, 72 ^"'IM RTOR Reduction (vph) 3 0 0 "Lane Grcrup'Flovv (vpfi)'' i 909' ^ " 0 "' i 13 0,90 1557 . 0 1557 '' 0,90 63 0 63 0,90 "142 122 20 Turn Type ;pfpt'6ctedPJi'ai§s::j-^ Permitted Phases gtc}uated G[eeii, G'(S) Effective Green, 9]s) .&iiuate3g7G Aatio </;;. Clearance Time ^) •Vehicle Extension (s) Prol y 6 37,4 ^' 5,1-45 5 73 37,4' 5,1 46,5 7,3 0 61' 0,08 -• 0 75 012 4.0 4,0' 4,6 40 '30 3,0 •3,0 30 2130 146 2663 209 cQ54 code. 0,44"*^ c0,04 0 90 , 0,77 0 58 0,30. . 10,5 27 8 3,4 ~24,9 100 - : ' 100 • • Too "1,00/^ 54 22,1 '0,3 0.8 159 49 9 37 25 7 B D A C '159' ' 68 '2479,. B A C „.,'^,7 ajstom 8 .7.3 7,3 oH 4,6 30 Lane Grp Cap (vph) v/s Ratio Prot y/s Ratio Perm v/cRatio_ Uniform Delay, d1 Progression Factor -. Incremental Delay, d2 Delay (s) Level of Service Approach De'aj I's^ Approach LOS HCM Average Control Delay HCI^ Vqtiimelojpiipactty ratio' : Actuated Cycle Length (s) Intefseclioil Capaaty Utilization ^ Analysis Period (min) c-; Critical Lafi'eGrqup; v » 187 0 01 oil 24,7 1 00 6,3 24 6 C 12.4 0 80 61,8 pip '" "is HCM Level qf Service Sum of lost time (s j '/ICU Level of Service ' '•?:i|^^^^-i^'^t^^^^^:-l^^^^t|i^^7^i^''^^^^ B 120 "C" Baseline Synchro 7 • Report Page 1 HCM Signalized Intersection Capacity Analysis 2: Costa Del Mar & El Camlno Reai Year 2030 + Project PM 5/15/2013 < t r V 1 te%''ik.ilfilL ^ .1-JJU.^. 7. ... J. --- Lane Configurations f ttl* tt Vofume (yph) "126 87 2358 71:5l-27 2157 Ideal Flow (vphpl) igoo 1666igoo" j9oo_;'' 1900 1900 Total Lost time (s) . 4,0 "v4.o'.-"rT6:.' 40 WSSWWWy '',-1-1-';,-'-' iWyyi^iW'- Lane Util. Factor 0.97 1.00 0.91 100 6.95 F'rt" W t -i."o"o '•p85 '0 99' :a&-^-i:;:;^;;'^ 1 00 Flii^rotected' 6,95 loo" lO'O 0.95 i,o6 Satd. Flow (prot) ' "-3433. illgililPiSS 1770 3539 Fit Permitted ' 6,95 1 00 1 66 0 95 1.00 Said, FI6wlberm),.v .3433 ?3illli5Sid!^5 1770 '3539 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0,90 0.90 ."14PT Q-" 2620 128 - '3'0-2397 iiiiiil 7*77'^'''^-i RTOR Reduction (vph) lafreGro^pWvp-R)'' 0 89 2 0 0 0 RTOR Reduction (vph) lafreGro^pWvp-R)'' • *---i4o" 8 2745 ' d" 30 2397 ' 7 5 •:t7ii")^77 • v ft;" Turn Type PrqfecteCpFiasif. custom Prol Turn Type PrqfecteCpFiasif. y 1.. 8 \i W. 7' llBlii Permitted Phases 6 Actireted'Grieii; "G (s) !• 114 , ii4Uil.il " Ts^t='''^i.:?-''?S^,?-J ^i^^^#:;Si:i-5.5 120 6 wwywyt ';;;" ;7 Effective Green, g (s) Actuated g/C Ratio 11.4 114 111.1 5,5 120.6 Effective Green, g (s) Actuated g/C Ratio 0 08 0 08 0 79 0 04' 0 86 .1., 'j. - Clearance Time (s) 4.0 "" "4.6 """i.o"' "4,6" 40 V'ehicle.Extension fsj • "'"."•'-lo'' -" 30 ' SO '" -•J3:d' • -'"S-O ' ' - ' - • Lane Grj) Cap (vph) v/s Ratio Prot 280 129 4008 70 3049 Lane Grj) Cap (vph) v/s Ratio Prot c0 04 054 0,02 c0 68 '^i^(§^WW'^!y?^ iWiWi v/s Ratio Perm 0.00 * v/c Rallo^ - \ ;|ili50l - p.06 0 69 . 0,43 JltdlMllil y§0$^^ Uniform Delay, dl 61.6 "59.4 "' " 6.5~ 65,7 42 'Progression Factor " , ' - i.^o'p 10d- '2 35 1.00 100" -Isi-iiiiii Incremental Delay, d2 14 "6.1' """ol •"• 4,2 2.1 Delay'(s)'__. W \ ' W 63 0 < 59 6 ' 161 69 9 Biiiii; Level of Service E' E B E A App'roach Delay (s) 6r6 . V . fe,i ' Iiiilii 'i:-W^^^^^ -ji '-iy-^^;;? - '~ " ?-^i:.:v>;-:•:;':, Approacii LOS ' 'E B A HCM Average Control Delay HCM .Volpnie''tb Capacity ratio ; Actijated Cycle Lengtii (s) Intersection Capacity Utilization : Analysis Period (minj G||jpl|c|||^ff|j5Pg||;|fti 14.0 iipl iio^ .69.9%' 15 HCM Levei of Service Sum of lost time (s) 8fl;;ieMf|peKipeii B ,';C: Baseline Synchro 7 -Report Page 2 HCM Signalized Intersection Capacity Analysis 3: La Costa Ave. & El Camlno Real Year 2030 + Project PM 5/15/2013 • Lane Configurations V\ tt r tt f tt^ V\ ttt f Volume (vph) 876 724 420 137 476 249 257 1148 72 373 1636 936 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 LaneVfidUi / ,12-'2 13 ':i2 -12 13 ' '12 12 ' 12 12 "12 13 Total Lost time (s) 4.0 40 4.0 40 40 40 40 40 40 40 40 Lane Util Faclor ' J97 0 95 100 100 0 95 "1 00 " 0B7 -0 95 im 0.97 *0.95 . 1.00 Frt 100 1.00 0 8o i^'o 1,00 0,85' too Oytf 1.00 1.66 0.85 FllProtected * ' 09b 100 1 00 0:95 .1,0.0 100 0,95 'Too 0.95 100 100 Satd, Flow (prat) 3433 ' 3539 1633 1770 3539 1636 3433 5262 3433 5309' 1636 prtPjrtjiitted'" •*; 0 95 "100 - [1 00, , 0 95 1,00 1.00 0.95 -1,00 BUI 0 95 .1'.00 1.00 Satd, Flow (perm) 3433 3539 1636 1770 3539 1636 3433* 5252 3433 5309 16*36 Pealc-tipur fael5/, PHF 0 95 0 95 . 0,95 0 95 0,95 0 95 0.95 0 95 0,95 095 095 £95 Adj, plow (vph) 922 762 442 144 50i 262 271 1208 76 393 1722 985 fiTO'R^ReducliQri'fvpii) ^ ""o -159, • d' 155 0 0 0 . 0 ; '10 Lane Group Flow (vph) 922 762 283" T44" 501 107 271 ' 1279 " 0 393 1722 975 !rt!]Jxp6:.; : Prot Perm Prot Perm Prot -prn+ov Protected Phases 5 2 1 6 3 8 7 4 5 Permitted Phases 2 6 4 Actuated Green, G (s| 33 0 46 9 46.9 Tai 25 0 25 0 12 7 42 3 18,7 '48.3 86.3 Effective Green g(si 38,0 ;46 9' ' 46''r ' "16.1 25 0 25 0 127 42 3 * "'^ 187 48 3 86^3 lictiiated g C Ratio 0,27 0.34 0.34 0.12 '0.18 0.18 0,09 0 30 0.13 0,3^4 0.62 Clearance Tim6'(s) 40 40 40 4.C 4.0 40 40 40* 40 " T4 0 "40 Vehicle Extension (s) 30 3.6 3.0 3.0 3,0 3.6 3,0 30 30 30 3.0 Lane Grp Cap (vph) -932 1186 548 204 632 292 311 1590 459 1832 1055 v/s Ratio Prot c0 27 0.22 008 cO.14 0,08 0,24 cO,11 0,32 c0 25 v/s Ratra Perm , 017 0 07 liSiif WWW '035 v/c Ratio 0.99 0 64 6.52 0,71 0.79 0 37 0,87 0,8"6 0.86 6,91-6.92 Unifpr'm Delay, d1 50 fc 394 374 59,7 •' 55 C 50 5 52 8 45 0 59 3 V444 23'§ Progression Factor 1.00 100 i.OO 1 02 0.85 101 0,76 1,15 '0.96 0.96 130 jncrenieptat Delay, d2 26 5 12 ^ 08 , 92 5.8 07 :19,9 38 117 90 '108 Delay (s) 77.3 40.6 38,3 70,3 52 6 51 6 67,9 £5 7 68.7 51.8 418 Levefof ServiceT'' E D *D E ^ D P ' E E E "' '• b • D Approach Delay (s) 56.1 551 57.9 50.8" Approach 1.0S." , . E WM^i:<kiy E D W0MuWii HCM Average Conlrol Deiay HCM Volume to Capacity ratio Actuated Cycle Length (s) . - Intersection Capacity Utilization Analysis Period (mfn) c Critical Lane Group 54 2 0.89 140 0 90.4% 15 HCM Level of Service Sum oflost time (s) ICU Level of Service D lO E Baseline Synchro 7 • Report Pages HCM Signalized Intersection Capacity Analysis 4: La Costa Ave. & Shopping Center DnA/y. Year 2030 + Project PM 5/15/2013 Lane Configurations t1^ *1 tti 4* Volume'(vph) 59 970 84 33 627 83 82 20 48 131 16 178 Ideal Ftow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost firne (s]" • 40 4.0 ^ 4.0 '4 0 - 4,0 4.0 "40 iiii Lane Util, Factor 100 0.95 1.00 '0.95 106 160 1,00 Fit%-T\7 7 ' 1 00 ' 0,99 , 1.00' 0 98 0 96 100 ^0:86 Fit Protected o;95 100 0.95 100 0.97 0,96 1,00 Satd Flow (prot) .51770 •:-3497 , 1770 ^ 3477. 1735 1770 • 1607 FII Permitted 0.'95 1,00 C95 1.00 0,97 0,95 ido Satd Flovv (perfh)' '/-,"'•--"' " 1770 3497 1770 3477 1735 i770' 1607 Peak-hour factor, PHF 0,90 0.90 0.90 0.90 0,90 0.90 0,90 0.90 0,90 0,90 0,90 0.90 66 1078 93 37 .. 6"97 92 91, 22-,.53 -'l'i6. w%y.y jgs RJOR Reduction (vphj 0 7 ' 0 6"' 13 0 0 26 ' -* 0 6 166 0 .LiilSfroSp^FToftvpIl} 'V -.- • 66 'il64 776 ' 0^ ^ 140" " ' 0 " 50 0 Turn Type Prot Prot Split Split Prptected Pjiases, ^. ^4;. ' ' '3\ •' 8' 2 2 6 6 Permitted Phases Acluated'Green" G(s).-. 5,8 296 23 261 - ioj li.-2 1T'2 Effective Green, g (s) Ac|uated""g/C.''Ratio'. 58 29.6 2.3 26,1 10.9 11.2 11,2 Effective Green, g (s) Ac|uated""g/C.''Ratio'. ' " oM' 042 """ 0,03' 0 37 0T6 0,16" 016 Clearance Time (s) 40 40" 40 4,0 4;6 4,0 "4.0 Vehicfe ExtensTort'(«)":• 30 30 3 ('"S'O 30 ^•;^^|:|.;~A:^/|^;y '<^'0 30 SO Lane Grp Cap (vph) 147 1479 58 1296 270 283 257 v/s Ratio Prot. , , coro4 ^cO 33 -002. 0 22 };i;;;v;;-:V;;/':;/;v C0.D8' QOO'S 0 03 v/s Ratio Perm ^cO 33 - v'c Ra*io , 0Y5 0 79 - 0 64 '0,60 0 52 . 0 52 019 Uniform Delay, dl 30 6 17,5 33.4 17 7 ' 27.1 ' 26.9 25.5 °rog'-ess cr^ Facto'-141 103 v' .1.00 ^1.00 ' '•;l^i'7-'v^-^^i ' 1 60 1 00 100 Incremental Delay, d2 1,5 3,0 20.8 2.1 f7 1.6 04 pelaj(sj - • 44 5 ^ 21 0 X T' ' 542, i98 28 8 28 5 25 9 Level of Service 'D C D B C C C Approach belay {s) 22 2 21 3', Siiil liiiiS ?8 8 26 9 Approach LOS C C C C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cyde Length (s) intersection C&pacTty Utilization Analysis Penod (mm) c Critical Lane Group' 23.0 0 67 70.0 66 5%" 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 16.0 C Baseline Synchro 7 • Report Page 4 HCM Signalized Intersection Capacity Analysis 5: La Costa Towne Ctr. & El Camino Real Year 2030 + Project PM 5/15/2013 Lane Configurations tti» ^ ttt Volume'(vph) ^ 64 6 1979 25 20 1732 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s). "40 . 4.0 ^ ' . "' 40 ; 4.0 >:|'-^|;'7i^:''P':v^ 7^ s|:^7:'71 Lane Util Factor 0.97 0,91 I.oo" o.gT H yl. y^ V 0 99 .'1.00 , .; ' i po' 1 op ' FliProtected^ 0,96 100 6 95 1 00 SatdjFjow (prot)''' ,,' , M3410, 5076' \,; '1770 /' 5086•~' • WWWSM i^•-A:^r^ :i;^.'i':.^.;::^y •^.i/i.i=i^/!^^;';?'L::<;:^^^r^;•<?;^ FItPermitted 0 96 1 00 0,95' lOO' Satd,ffo«/;(pefm) " 3410 5076 1770" hoi5 Peak-hour factor, PHF 0,90 0,90 0,90 0.90 0,90 0,90 ®.FisSvpliL'.. 71 7 .:?i9?7::::jr - 22', f92^1 ^ RTOR Reduction (v£h) ^ Lai?l'§?pup''|;loV(vphl 6 6 1 0 0 0 RTOR Reduction (v£h) ^ Lai?l'§?pup''|;loV(vphl ' 72 ' 3 ^ 2226'" " 0 : 22' r iggT" Tum T^rpe Pfo'tected'Phases Prot Tum T^rpe Pfo'tected'Phases :T;i^;:;i#^^ • : liiSiiiliSiiiii Permitted Phases &fuIR<3fefli,;C(sl? 8i 1(4 ( 50 1236 'j;'?:^-':^s^i5.,3^,i.-'*>s:,'ji¥;:^,; Effective Green, g (s) Aciualed g/C Ratio 84 114.6 5.0 123,6 Effective Green, g (s) Aciualed g/C Ratio 0 06 o¥2 0 04 r'd;88 ''', " • ' Bllilliii/liSi Clearance Time (s) 40 4,6' ~ 4,0 4,6 Vehfde Extension (s) ' ' 30 ^ . 30 • s'o ' 30 ' Lane Grp Cap (vph) 205 4155 63 4489 v/s Ralio Prot ' ' GO 02 c044 ; 0 01 "' c0 38 v/s Ratio Perm v/c Ratio ... 0 35 -.0 54 ; - . V 0 35 _ 0 43 Uniform Delay, d1 63,2 41 65.9 "• "l.5 Prog essio'i Fartor 100 2 21 1 IS, v'2 33 '' ' WiSSMmWyWMWfM Incrementai Delay, d2 11 o;3 1.6 0.1 Peray.lsT^^7^' > 64.2 iiil 94 . 79 4 ' 737' - . ' , Level of Service E A E ' A Approach Delay (s)'' ^ --•'-.642 ; ^ .46 Approach LOS E A A li^^iiSilili^Sii HCIVI Average Control Delay yCM'VoJumeiQ Capacity ratio f ] Actuated Cycle Length (sj Interse;ctton ^apac%;U}ilization; %; Analysis Pentjd (minj c' -Critical Lafie Group ' i 8.2 "-0.52': 140.0 48 S-'o HCM Level of Service lliglliilliiwifpi Sum of Iosttime (sj * JCU Level of Service' 12.0 sas Baseline Synchro 7 -Report Page 5 HCM Signalized Intersection Capacity Analysis 6: Levante Street & El Camino Real Year 2030 + Project PM 5/15/2013 Lane Configurations *i 1* Volume (vph) ' 42 4 Ideal Rowjvphpl) 1900 1900 Totaf Lost timers) . '4^0 40 Lane UtiL Factor 100 1.00 Fri . '100' ' 0 89 Ftt Profected 0.95 100 Flow (prot) :,1770 ;1663 Ftt Permitted 0,95 100 ^atd Flow (perml > ^ 1770 1663" 9 1900 110 1900 40 100 100 0.95 t770 0.95 T770 t 0 1900 f 124 1900 "4,0 100 0 85 1.00 1583 1.00 1583 20 1900 4,0' i.OO IDO 0,95 1770 0,95 1770 1819 1900 4.0 0. 91 0 99 1. UO 5024 100 50'24 150 1900 172 igoo 40 100 100 *0.95 0 95 1770 ttl^ 1053 1900 : jiQ ' 0.91 100 100 5073/, 1.00 • 5073 e 32 1900 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0,90 0.90 0,90 '47" 4 "io; 122 ;0 '1^8 » ";22^"202i 177-Is, W-i 2f7d.^^ 36 0^' 7 0 ' "O 0 118 0 6 0 0 1 0 Peak-hour factor, PHF Adj Flow (vph) Turn Type Protected Phases Permitted Phases Ac|ual¥d^Gregn;Gj5r Effective Green, g (s) ActJatedg/C Ratio • Clearance Time (s) Veh de Extension (s) Prot 6.9 " 6.9 005 -0 30 119 14,9 oil 40 s'o Prot 124 12i 009 40' ^ 30 Perm 6 ' 2Q4-. 20.4 " 015' 40 SC Prot 3 38 3,8 '0,03 'i;o '3.0 8 Prot 7 4 784 78 4 0,56 40 3,0 18,3 013 4.0 -•3.0 , 92 9 ¥2.9 0.66 40 30 Lane Grp Cap (vph) 87 177 v/s Ratio Pmt , 0 03 0 00 v/s Ratio Perm v/c Ratio" -7 "0 54 ^ 0 03 Uniform Delay, d1 65,0 ' "56,1 Progression Fifclor lOO" -J Op Incremerilal Delay, d2 67 0,1 Delay (s) - K 71 7 56 1 Level of Service E E Approa'cti Delay (s)' 68 \ Approach LOS E 157 c0,07 0 78 624 1 00-: 21,1 83,5 F'' 231 c6,01 0,09 51 7 too 0.2 :5i.9v D 48 0 01 045 67.1 .1.00 6 8 73 S E 66 7 'E 2813 c044 078 24.0 100 22 25 3 C 26 7 C 231 C0'11 0,83 69.3 077' 20,1 65 6 "E 3366 043 0.66 14,0 194' 1,6 28 2* C • 31,2 C HCM Average Control Delay jKCMVojume to Capacity ratio AiDtuated Cycle Length (s) intersection fcapaaty Utilization Analysis Period (min) c T^rjtica! L-ane Group 315 ' 0 68 140.6 »71,0% I5 HCM Level of Service Sum oflost time (s) ICU Level of Service 12.0 C Baseline Synchro 7- Report Page 6