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CT 05-11; THE BRIDGES AT AVIARA; TRANSPORTATION ANALYSIS; 2008-07-29
TRANSPORTATION ANALYSIS for THE BRIDGES AT A VIARA Prepared for Acacia Investors RECEIVED JUl 30 2008 C\TY OF CARLSBAD PLANN\NG DEPT Second Submittal: July 29,2008 © URBAN SYSTEMS ASSOCIATES, INC. TRAFFIC PLANNING & ENGINEERING, MARKETING & PROJECT SUPPORT CONSULTANTS TO INDUSTRY AND GOVERNMENT 4540 Kearny Villa Road, Suite 106 San Diego, California 92123-1573 (858) 560-4911 The Bridges at Aviara Acacia Investors Section TRANSPORTATION ANALYSIS TABLE OF CONTENTS ©UrbanSystems Associates, Inc. July 29, 2008 1.0 INTRODUCTION ........................................................... 1-1 2.0 EXISTING CONDITIONS ................................................... 2-1 3.0' PROJECT TRIP GENERATION .............................................. 3-1 4.0 EXISTING PLUS PROJECT CONDITIONS ..................................... 4-1 5.0 YEAR 2010 CONDITIONS .................................................. 5-1 6.0 BUILD OUT CONDITIONS ................................................... 6-1 7.0 CONGESTION MANAGEMENT PROGRAM (CMP) ............................. 7-1 8.0 PROJECT ALTERNATIVE .................................................. 8-1 9.0 CONCLUSIONS AND RECOMMENDATIONS ................................. 9-1 10.0 REFERENCES ........................................................... 10-1 11.0 URBAN SYSTEMS ASSOCIATES, INC. PREPARERS .......................... 11-1 APPENDICES A. Existing Intersection LOS Worksheets Existing Plus Project Intersection LOS Worksheets B. Year 2010 Worksheets C. Buildout Worksheets 004305 4305-Repor(P. wpd The Bridges at Aviara Acacia Investors Number LIST OF FIGURES ©Urban Systems Associates, Inc. July 29, 2008 1-1 Project Location Map ....................................................... 1-2 2-1 Roadway Classifications ...................................................... 2-3 2-2 Project Intersection Key ...................................................... 2-4 2-3 Existing Intersection Lane Configurations (2 pages) ................................ 2-5 2-4 Existing Average Daily Traffic Volumes ........................................ 2-7 2-5 Existing AMlPM Peak Hour Traffic Volumes (2 pages) ............................. 2-8 3-1 Project Site Plan (2 pages) .................................................... 3-2 3-2 Project Only Directional Distribution Percentages ................................. 3-5 3-3 Project Only Average Daily Traffic (ADT) ...................................... 3-6 3-4 Project Only AMlPM Peak Hour Traffic Volumes (2 pages) ......................... 3-7 4-1 Existing + Project Average Daily Traffic Volumes ................................. 4-2 4-2 Existing + Project AMlPM Peak Hour Traffic Volumes (2 pages) ..................... 4-4 5-1 Year 2010 Average Daily Traffic Volumes With Project ......................... " 5-2 5-2 Year 2010 AMlPM Peak Hour Traffic Volumes Without Project (2 pages) ........... " 5-5 5-3 Year 2010 AMlPM Peak Hour Traffic Volumes With Project (2 pages) ............... 5-7 6-1 Buildout Average Daily Traffic Volumes With Project ............................ 6-2 6-2 Year 2030 AMlPM Peak Hour Traffic Volumes Without Project (2 pages) . . . . . . . . . . . .. 6 .. 3 6-3 Year 2030 AMlPM Peak Hour Traffic Volumes With Project (2 pages) ............... 6-6 004305 ii 4305-Report_D.wpd The Bridges at Aviara Acacia Investors Number LIST OF TABLES ©Urban Systems Associates, Inc. July 29, 2008 2-1 Existing Conditions Street Segment LOS ...................................... 2-11 2-2 Existing Intersections LOS ................................................. 2-12 3-1 Project Trip Generation ..................................................... 3-4 4-1 Existing Plus Project Conditions Street Segment LOS ............................. 4-3 4-2 Existing Plus Project Intersection LOS ......................................... 4-7 5-1 Year 2010 Street Segment LOS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5-3 5-2 Year 2010 Without Project Intersection LOS .................................... 5-9 5-3 Year 2010 With Project Intersection LOS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5-10 6-1 Buildout Street Segment LOS ................................................ 6-5 6-2 Buildout Without Project Intersection LOS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6-9 6-3 Buildout With Project Intersection LOS ....................................... 6-10 8-1 Alternative Plan Project Trip Generation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 8-2 004305 iii 4305-Report _ D. wpd I ---~ The Bridges at Aviara Acacia Investors 1.0 INTRODUCTION ©Urban Systems Associates, Inc. July 29, 2008 Urban Systems Associates, Inc. (USA!) bas been retained by Acacia Investors to evaluate potential impacts due to development of a 428 unit senior housing project and continuing care facility on Poinsettia Lane, west of EI Camino Real in the City of Carlsbad. An additional 65 affordable, age restricted apartments would be located on Ambrosia Lane, south of Poinsettia Lane. The project location is shown in Figure 1-1. This traffic analysis was conducted for Existing Conditions, Project plus Existing Conditions, Year 2010 and Year 2010 Plus Project Conditions, Buildout and Buildout + Project Conditions. Project traffic could impact Palomar Airport Road between Interstate 5 and Melrose Drive, as well as EI Camino Real between Faraday Avenue and Aviara Parkway/Alga Road. The existing conditions, and existing conditions with project evaluation is based on traffic counts obtained from the City of Carlsbad Growth Management Plan Year 20'07 Traffic Monitoring Program. Year 2010 conditions evaluated are based on the City of Carlsbad Year 2010 Computer Traffic Model. Buildout conditions evaluated are based on the Year 2030 Series 10 Combined North County Traffic Model, prepared by the San Diego Association of Governments (SANDAG). 004305 1-1 4305-Repoft _D. wpd The Bridges at Aviara Acacia Investors 004305 ©Urban Systems Associates, Inc. -: -~.,~-\;,·;::~·;·-:?:·'~E;~~:t:~~~; ;;~~~::~~:~'~ , ~r- FIGURE 1-1 Project Location Map 1-2 July 29, 2008 , ® NO SCALE I 4305-ReportJ).wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 In order to determine project traffic impacts and possible mitigating transportation improvements, this study includes the following sections: 1.0 Introduction 2.0 Existing Conditions 3.0 Project Trip Generation 4.0 Existing Plus Project Conditions 5.0 Year 2010 Conditions 6.0 Buildout Conditions 7.0 Congestion Management Plan (CMP) 8.0 Alternative Plan 9.0 Conclusions and Recommendations 10.0 References 11.0 Preparers As a result of this evaluation it can be concluded that the proj ected vehicle trip generation from the proj ect will not cause significant traffic impacts or require off-site roadway improvements to roadway segments or intersections. However, the senior housing project will have direct access to Poinsettia Lane and will construct the missing segment between Ambrosia Lane and EI Camino ReaL 004305 1-3 43()5-Report _D. wpd The Bridges at Aviara Acacia Investors 2.0 EXISTING CONDITIONS ©Urban Systems Associates, Inc. July 29, 2008 The SANTECIITE Guidelines for the Preparation of Traffic Impact Studies in the San Diego Region defines the scope of a traffic study to include intersections that are expected to have fifty or more project peak hour trips added in one direction. As shown in the project description section of this report (Section 3.0), it has been estimated that project traffic could impact intersections and street segments along Poinsettia Lane between Interstate 5 and El Camino Real, and El Camino Real between Camino Vida Roble and the A viara Parkway/ Alga Road! El Camino Real intersection. The Carlsbad Growth Management Program requires evaluating intersections and road segments that have twenty percent or more of traffic added from the Local Facility Management Plane Zone that includes the project. Therefore, the existing conditions evaluation includes intersections and street segments along these corridors. 2.1 STREET SEGMENTS The following describes the roadways expected to be impacted by twenty percent or more of future project traffic: Poinsettia Lane: This is a four-lane Major Arterial extending from Interstate 5 east to Melrose Drive. There are four lanes between 1-5 and A viara Parkway, with widening to four lanes east of Aviara Parkway to Black Rail Road planned in the near future by adjacent developments. El Camino Real: This is a six-lane Prime Arterial extending north-south from the north to south City limits. Within the study area, several segments are constructed to only two lanes in one direction. 004305 2-1 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2.008 However, missing ultimate improvements to a full six lanes will be the responsibility of already approved :fl.·ontage developments, soon to be approved development, or the City of Carlsbad Traffic Impact Fee (TIF) program. Ambrosia Lane: This roadway is a two-lane collector extending from Poinsettia Lane to A viara Parkway. Carlsbad Growth Management Program Traffic Monitoring report for 2007 intersection peak hour traffic counts were used to determine intersection peak hour levels of service. Street segment peak hour volumes were also obtained from the traffic monitoring report or from traffic counts which have been conducted by the City of Carlsbad. Figure 2-1 shows the roadway classifications and characteristics of nearby and study area roadways. Figure 2-2 shows the locations ofthe intersections evaluated in this traffic report. Figure 2-3 shows existing lane configurations at intersections which could be impacted by the project traffic. Figure 2-4 shows existing average daily traffic (ADT) volumes. Figure 2-5 show existing peak hour traffic volumes. The Intersection Capacity Utilization (lCU) method of analysis was used to determine the intersection volume to capacity (vic) ratio and corresponding level of service for the intersections which could be impacted by project traffic. 004305 2-2 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ,,. :"" .,V, , -" ,~ t !:. " ,;-+ ' ',"-, f"" "'" ':,:':': ... l2,_~2;L '~~~'~-~i: 004305 ©Urban Systems Associates, Inc. July 29, 2008 FIGURE 2-1 Roadway Classifications 2-3 4305-Report_D.wpd The Bridges at Aviara Acacia Investors 004305 FIGURE 2-2 Project Intersection Key 2-4 ©Urban Systems AssoCiates, Inc. July 29, 2008 4305-Report_D.wpd The Bridges at Aviara Acacia Investors (0 Note: ~ § '<;' <:,.:;, -.- 4~~ (-/> r Poinseffi« Ln. --.. ~ Poinsettia Lane at 1-5 Southbound Ramps Poi'nSettia L"l"t- Poinsettia Lane at Aviara Parkway Poinsettia Ln. . No traffic control devices installed; no conflicting movements. Poinsettia Lane at Cassia Road CD '--.--.- Poinsettia Ln. -.- CD .J ~ Poinsettia Lane at 1-5 Northbound Ramps Poinsett, a. Ln. Poinsettia Lane at Black Rail Road • • • .. ;:,. '" <0\. o. "?: c!:; : Poinsettia Ln. -----------~-----------• • • • • • • • • • • POinsettia Lane at Future Project Driveways FIGURE 2-3 ® ©Urban Systems Associates, Inc. July 29, 2008 Pagel 0/2 Poinsettia Ln. Poinsettia Lane at Paseo del Norte i ~ >4 " + ~ ~ ~ ,r-oO 10 ""' Poinsettia. Ln. .J ~ --.. ~ Poinsettia Lane at Ambrosia Lane Poinsettia Ln. ...L ~ POinsettia Lane at Skimmer Court Existing Intersection Lane Configurations 004305 2-5 4305-Report _D. wpd The Bridges at Aviara Acacia Investors @) ~ '" J!.-0:; <:> .: ~ .Jll~~~ F-"< Poinsettia L.t. ~ ~~tttr --.... ~ Poinsettia Lane at EI Camino Real @ :l '" ~ 0:; <:> 4U~! ~ F- .... tvictt·u PkWy. Alga Rd. ~ ~~tttr --.... --.... ~ Aviara Parkway / Alga Road at EI Camino Real @ ~ ., 0:; <:> 4ll~j "< +- Ca'rnino Vida Roble ~ ~~ty ~ EI Camino Real at Camino Vida Roble @ r;! '" a ~ + ·10 e .0 ~ ~ r ~ Avia,·a Pkwy. ~ + --.... ~ Ambrosia Lane at A viara Parkway FIGURE 2-3 ©Urban Systems Associates, Inc. July 29, 2008 Page2of2 @ ~ " 0:; <:> 4ll ~I J!.-r "< Cassia Rd. --' ~ttr ~ EI Camino Real at Cassia Road ® !J .;l ! ., <:> .0 ~ ~ Apart'ments Dwy . ------ t Ambrosia Lane at Apartments Driveway ® tl ., 0:; " 4!!~ j ~ ;;; r Dove Ln. ~ ~tty ~ EI Camino Real at Dove Lane Existing Intersection Lane Configurations 004305 2-6 4305-Report _D. wpd The Bridges at Aviara Acacia Investors LEGEND CTXXX,XXX cXX,XXX EX,XXX TXX,XXX 004305 = Caltrans, 2006 Volumes = City of Carlsbad = Estimate based on peak: hour at 10% of Average Daily Traffic = Traffic Counts, Inc -June, 2008 FIGURE 2-4 Existing Average Daily Traffic 2-7 ©Urban Systems Associates, Inc. July 29, 2008 The Bridges at Aviara Acacia Investors <0'" ,.... '0 "" ~ ~ f? ~ .... 0)\ \:)<;. "//0) tV ~ ~ 564/637 (x"" , 361/601 PoirtSettiu Ln.~ 366/683~"\ 92/147~ "'~ Poinsettia Lane at 1-5 Southbound Ramps 505/127J 250/273---.. 247/373~ '-.75/54 ~246/238 ,8/12 Poinsettia Ln. Poinsettia Lane at Aviara Parkway Poinsetti« Ln. Poinsettia Lane at Cassia Road Poinsettia Ln. '-.418/288 ~717/978 141/136...-' #-, I 509/884---" ,<;0' \:)~ .? '\: r ~ "'\ .... :f to" ,,<0 ,,'\ <{ ,,0 Poinsettia Lane at 1-5 Northbound Ramps 7/29J 144/233---.. 7/46~ '-.5/28 ~250/142 ,8/16 Poinsettia Ln. Poinsettia Lane at Black Rail Road NOT BUILT POinsettia Lane at Future Project Driveways FIGURE 2-5 ©Urban Systems Associates, Inc. July 29, 2008 Pagel 0/2 ® 167/458J 1071/1024---.. 19/46~ Poinsettia Lane at Paseo del Norte ~.,., 00 ::! ~6/27 '-.~ ~ "", 0'-.'-. .~ ~ 184/142 j l "I p::::::. 10/39J 143/185~ 14/39~ Poinsettia Lane at Ambrosia Lane '-.15/20 ,17/41 Poins'!ttia Ln. z o POinsettia Lane at Skimmer Court Existing AM / PM Peak Hour Traffic Volumes 004305 2-8 4305-Report_D.wpd The Bridges at Aviara Acacia Investors <0<'1 ;; ~ N,;:;} ~ ~ 177/71 ~g;:;:, ~ "'-4/8 IJ'"l co <0 l ,237/179 ~l"~ 9/20J 3/2~ 5/16~ Poinsettia Ln. Poinsettia Lane at EI Camino Real Avia"'a Pkwy. 78/121 .-J1 177/492~ 396/472~ '-108/58 "'-369/398 ,719/508 Alga Rei.. Aviara Parkway / Alga Road at EI Camino Real Cantina Vida Roble 25/247J 0/1~ 62/521~ '-3/2 ...-0/0 r O/O "tr EI Camino Real at Camino Vida Roble 19/11.-J1 347/440~ 4/4~ '-36/116 ...-396/373 r 11/28 Poinsettia Ln. Ambrosia Lane at A viara Parkway FIGURE 2-5 ©Urban Systems Associates, Inc. Cassia Rei.. 333/1 60J O/O~ 117/129~ July 29, 2008 Page2of2 '-10/10 ~5/1 r 5/9 .... r--.... t<)"<t~ _co, " "<t <'I' <'I r--<'I -- EI Camino Real at Cassia Road NOT BUILT Ambrosia Lane at Apartments Driveway .'-63/77 "'-14/26 r 57/80 1J'"l<'ll'") _ 0"> "<t 'co, .... ,r-- I'") --0"> EI Camino Real at Dove Lane Existing AM / PM Peak Hour Traffic Volumes 004305 2-9 4J05-Report _D. wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 The levels of service for street segments between intersections were determined using a capacity per lane of 1 ,800 vehicles per hour and volume to capacity ratios corresponding to levels of service at "D" for peak hours and at "C" for non peak hours at both intersections and street segments. 2.1 STREET SEGMENT LEVELS OF SERVICE Table 2-1 shows street segment levels of service within the study area. As shown, all evaluated street segments are currently operating within level of service "D" during peak hours. 2.2 INTERSECTION LEVELS OF SERVICE Intersection peak hour levels of service for existing conditions, are shown in TaMe 2-2. As shown, all evaluated intersections are currently operating within the Growth Management Circulation Performance Standard which requires a level of service which is at least "D" during peak hours. Appendix A has the ICU worksheets and traffic count summaries for existing conditions. 004305 2-10 4305-Report _D. wpd The Bridges at Aviara Acacia Investors TABLE 2-1 ©Urban Systems Associates, Inc. July 29, 2008 Existing Street Segment Levels of Service Segment ••• j.,' Poinsettia Lane 1-5 to Paseo del Norte Paseo del Norte to Aviara Parkway Aviara Parkway to Ambrosia Lane Ambrosia Lane to El Camino Real EI Camino Real Camino Vida Roble to Poinsettia Lane Poinsettia Lane to Alga Road Ambrosia Lane Poinsettia Lane to Apartments Driveway Apartments Driveway to A viara Parkway D = Direction (1) = Based on 1,800 vehicles per lane per hour. 004305 AM PEAK HOUR Volume VIC D Lanes Per Lane (1) LOS EB 3 WB 3 EB 2 WB 2 EB 2 WB 2 EB 2 WB 2 NB SB NB SB NB SB NB SB 3 3 3 3 1 1 1 1 2-11 419 407 567 461 146 145 79 99 458 309 412 404 53 23 57 59 ., .. ' ... :', :, .,' 0.23 0.23 0.32 0.26 0.08 0.08 0.04 0.06 0.25 0.17 0.23 0.22 0.03 0.01 0.03 0.03 " .. .' A A A A A A A A A A A A A A A A ,,''', " P.' PM PEAK HOUR Volume VIC Per Lane (1) LOS 509 422 575 501 195 152 111 102 314 652 412 602 63 87 129 86 0.28 0.23 0.32 0.28 0.11 0.08 0.06 0.06 0.17 0.36 0.23 0.33 0.04 0.05 0.07 0.05 A A A A A A A A A A A A A A A A < ,', : 2.' ' '~'~'" ~ >~.':·i~_;·\ "! ,'" _.'", ,·,:1"- LOS VIC A 0.00 -0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91 -1.00 F Oveli 1.00 4305-Report_D.wpd The Bridges at Aviara Acacia Investors TABLE 2-2 Existing Intersection Levels of Service Intersection \'(' .. <-" ' 1 Poinsettia Lane /1-5 SB Ramps Q) 2 Poinsettia Lane /1-5 NB Ramps Q) 3 Poinsettia Lane / Paseo del Norte Q) 4 Poinsettia Lane / A viara Parkway Q) 5 Poinsettia Lane / Black Rail Road @ 6 Poinsettia Lane / Ambrosia Lane @ 7 Poinsettia Lane / Cassia Road @ 8 Poinsettia Lane / Project Driveway 9 Poinsettia Lane / Skimmer Court @ 10 Poinsettia Lane / El Camino Real Q) 11 El Camino Real/Camino Vida Roble Q) 12 EI Camino Real/Cassia Road Q) 13 El Camino Real/Alga Road Q) 14 Aviara Parkway / Ambrosia Lane @ 15 Ambrosia Lane / Future Apartments Driveway 16 El Camino Real/Dove Lane Q) , ' " Source: Q) City of Carlsbad Year 2007 Traffic Monitoring Program @ Traffic Counts, Inc. June, 2008 @ USA!, June, 2008 004305 2-12 AM PEAK HOUR leu LOS .. ~ , " "~ " . , 0.49 A 0.61 B 0.57 A 0.44 A 0.21 A 0.20 A ------ --- --- 0.01 A 0.40 A 0.38 A 0.58 A 0.75 c 0.26 A ------ 0.38 A ,," -, , ., .-,,,.,' ,. ©Urban Systems Associates, Inc. July 29, 2008 PM PEAK HOUR leu LOS '.7' '" '!, ' .... ~ :.: .' ~. ~.' " ," "-, ~ ,-, ' , .. 0.53 A 0.49 A 0.64 B 0.54 A 0.20 A 0.22 A --- --- --- --- 0.02 A 0.56 A 0.59 A 0.62 B 0.72 C 0.31 A ------ 0.59 A ' " • _" '. ~ '-'" e , -, • " , , . , ',>,-.~ -.., LOS leu A 0:00 -0.60 B 0.61 -0.70 C 0.71 -0.80 D 0.81-0.90 E 0,91-1.00 F Over 1.00 4305-Report_D.wpd The Bridges at Aviara Acacia Investors 3.0 PROJECT TRIP GENERATION ©Urban Systems Associates, Inc. July 29; 2008 The 428 senior housing and continuing care project is located on Poinsettia Lane and west ofEI Camino Real. The 65 unit apartment proj ect is located on Ambrosia Lane south of Poinsettia Lane. Figure 3-1 shows the project site plans. A project feature is the installation of a traffic signal at the main driveway on Poinsettia Lane. Left Turn lane lengths are recommended to be 250 feet. Other project driveways will be restricted to emergency use or right turns-in-out only. The main driveways intos the project will have gates and guardhouses with appropriate turn-around. Table 3-1 shows the project trip generation using trip generation rates from the San Diego Association of Governments (SANDAG). Also shown are peak hour characteristics. The 428 senior housing and continuing care units plus the 65 apartments on the site are expected to generate 2,102 average daily trips. This results in a total of 117 AM peak hour trips, and 155 PM hour trips. Figure 3-2 shows the project traffic directional distribution percentages .. The directional distribution percentages are based on Carlsbad traffic model results for the traffic analysis zone the site is within. Figure 3-3 shows the project only ADT and Figure 3-4 shows the project only peak hour traffic volumes based on the directional distribution percentages shown in Figure 3-2. These peak hour volumes have been used in subsequent sections of this report to estimate proj ect direct traffic impacts at intersections and on street segments. 004305 3-1 4305-Report_D.wpd The Bridges at Aviara Acacia Investors SOURCE Base Map :From: Project Design Consultants 004305 FIGURE 3-1 Project Site Plan 3-2 ©Urban Systems Associates, Inc. July 29, 2008 Pagelof2 ~ NO SCALE I 4305-Report"p.wpd The Bridges at Aviara Acacia Investors I I t I I I 11 I I II T I II t I II r I J J J SOURCE Base Map From: Project Design Consultants 004305 Stop Sign Facing Westbound Traffic At Lot 3 Driveway FIGURE 3-1 Project Site Plan 3-3 ©Urban Systems Associates, Inc. . July 29, 2008 Page2of2 ~ NO SCALE • 4305-Report"'p. wpd The Bridges at Aviara Acacia Investors Use Amount Senior Housing 428 DU Apartments 65 DU ',' : Source: Trip Rate 4.0 /DU 6 IDU Totals TABLE 3-1 Project Trip Generation AM PEAK HOUR ADT % # In/Out In ',' 0'·' 'V"~' .-, ." ~.' '" ,; '" . 1,712 5 86 4 6 35 390 8 31 2 8 6 2,102 117 41 " '" . ,,, -'" " ©Urban Systems Associates, Inc. July 29, 2008 PM PEAK HOUR Out % # InlOut In Out '''': '", .-, --, ":': ,~ .. " ~f ,,~ • , , " , ", ",', -",. " " .-" : " 51 7 120 6 : 4 72 48 25 9 35 7 3 25 10 76 155 97 58 " •• "r ',' ,~ ,!"~." ",' '" " .-" .. ' '" ,,' "'" _--.';-,' '" ", Trip Rate, percentages and in/out split ratios from SANDAG Vehicular Traffic Generation Rates for the San Diego Region, April 2002. 004305 3-4 The Bridges at Aviara Acacia Investors 004305 ©Urban Systems Associates, Inc. July 29, 2008 FIGURE 3-2 Project Only Directional Distribution Percentages 3-5 4305-Report _D. wpd The Bridges at Aviara Acacia Investors 004305 FIGURE 3-3 Project Only Average Daily Traffic 3-6 ©Urban Systems Associates, Inc. July 29, 2008 4305-Report_D.wpd The Bridges at Aviara Acacia Investors Poinsettia Lane at 1-5 Southbound Ramps ~34/27 Poinsettia Ln. 18/33~ o Poinsettia Lane at Aviara Parkway ~31/38 Poinsetl:ia Ln. Poinsettia Lane at Cassia Road \""~ ~ \ '-15/12 Poinsettia Ln. "0 ~ 19/1 5 8/191~t r "'~ .:2\ ~~ .. /" Poinsettia Lane at 1-5 Northbound Ramps '" ~ ". g ..-34/27 iii Poinsettia Ln. Poinsettia Lane at Black Rail Road NO .::::..::::. I<) - Poinsettia Ln. Poinsettia Lane at Project Driveways FIGURE 3-4 Project Only AM / PM Peak Hour 004305 3-7 ©Urban Systems Associates, Inc. July 29, 2008 Pagelof2 ..-34/27 Poinsettia Ln. Poinsettia Lane at Paseo del Norte I:l .&; ~ ~ ..-23/22 r 8/l6 Poins"ttia Ln.. Poinsettia Lane at Ambrosia Lane ..-18/43 Poinsettia Ln. 34/27---.. Poinsettia Lane at Skimmer Court 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ® d " OJ ~ ~ C '-.. .~ 00 ~ ~ ~2/5 ~ Poinsettia Ln. 15/12~ " 4/3--+-OJ 15/12~ '-00 Poinsettia Lane at EI Camino Real @ <l '" to ~ '-.. 00 0 .5 l <! E '-' ~ Aviu1"U Pkwy. Alga Rel. t en .......... "<t- Aviara Parkway / Alga Road at EI Camino Real Note: ® d -.t '" -~ .......... S to .~ l E '-' r;; Co.mino Vida Roble 2/5~ " t 1"1 -.......... --.t:=::-- EI Camino Real at Camino Vida Roble @ ;;, ~ R C. c.o tl .......... '" 00 " '-.5/10 " '% "'! Poinsettia Ln. Ambrosia Lane at A viara Parkway Project study intersections at locations with 50 or more project trips added in one direction during peak hours, or 20% of project traffic added at intersections. FIGURE 3-4 ©Urban Systems Associates, Inc. July 29, 2008 Page2of2 @ d OJ " -~ .......... 0 00 oS l § '-' r;; Cassia Rd. t N .......... IJ') - E'I Camino Real at Cassia RO;:ld @ !:! N '" '-22/9 IJ') N .................... tl IJ') IJ') ·S ,r-3/1 l 0 " .0 F: -<; Apa,l·tments Dwy. t I' " 1"1 '-.. '-.. -.t - Ambrosia Lane at Apartments Driveway ® d ., c.o c.o ~ .................... 0 " co '1 ~ l '-' ~ Dove Ln. 4/10~ t m .......... "<t- El Camino Real at Dove Lane Project Only AM / PM Peak Hour 004305 3-8 4305-Report _D. wpd The Bridges at Aviara Acacia Investors 4.0 EXISTING PLUS PROJECT CONDITIONS 4.1 STREET SEGMENTS Figure 4-1 shows Existing Plus Project average daily traffic volumes. ©Urban Systems Associates, Inc. July 29, 2008 Table 4-1 shows street segment levels of service. As shown, and consistent with existing conditions, all segments would be at an acceptable level of service. 4.2 INTERSECTIONS Figure 4-2 shows the AM and PM peak hour volumes with project traffic added to existing volumes. The SANTECIITE Guidelines for the Preparation of Traffic Impact Studies in the San Diego Region, defmes a project significant impact at intersections. If an intersection is at LOS "E"or "F", then a project would have a significant impact only if intersection delay due to the project increases by more than two seconds. Intersection operations at LOS "D" are acceptable, so that proj ect impacts to intersections' at LOS "D" are less than significant. The City of Carlsbad Growth Management Program Circulation Standard for intersections is also LOS "D" or better during peak hours. Project impacts are also less than significant if roadways and intersections meet the Growth Management Plan Circulation Performance Standard with project traffic added. 004305 4-1 4305-ReportJ).wpd The Bridges at Aviara Acacia Investors , ·'1'~-l""~,.".,,'''''' .. 004305 ©Urban Systems Associates, Inc. July 29, 2008 FIGURE 4-1 Existing Plus Project Average Daily Traffic 4-2 4305-Report_D.wpd The Bridges at Aviara Acacia Investors TABLE 4-1 ©Urban Systems Associates, 'Inc. July 29, 20.08 Existing + Project Street Segment Levels of Service Segment Poinsettia Lane 1-5 to Paseo del Norte Paseo del Norte to Aviara Parkway A viara Parkway to Ambrosia Lane Ambrosia Lane to El Camino Real El Camino Real Camino Vida Roble to Poinsettia Lane Poinsettia Lane to Alga Road Ambrosia Lane Poinsettia Lane to Apartments Driveway Apartments Driveway to A viara Parkway ;,',~ " , I, ' , "_ D = Direction (1) = Based on 1,800 vehicles per lane per hour. 004305 AM PEAK HOUR Volume VIC D Lanes Per Lane (1) LOS EB 3 WB 3 EB 2 WB 2 EB 2 WB 2 EB 2 WB 2 NB SB NB SB NB SB NB SB 3 3 3 3 1 1 1 1 4-3 425 418 576 478 155 182 94 115 463 312 418 409 58 31 65 64 0.24 0.23 0.32 0.27 0.09 0.10 0.05 0.06 0.26 0.17 0.23 0.23 0.03 0.02 0.04 0.04 A A A A A A A A A A A A A A A A PM PEAK HOUR Volume VIC Per Lane (1) LOS 523 431 592 515 210 166 133 121 320 658 418 606 79 111 139 92 LOS A B C D E F 0.29 0.24 0.33 0.29 0.12 0.09 0.07 0.07 0.18 0.37 0.23 0.34 0.04 0.06 0.08 0.05 VIC A A A A A A A A A A A A A A A A 0.00 -0.60 0.61-0.70 0.71-0.80 0.81 -0.90 0.91 -1.00 Over 1.00 ',' ,,, 4305-Report_D. wpd The Bridges at Aviara Acacia Investors 366/683~~~ 92/147~ '{h ~ "'" , ~ Poinsettia Lane at 1-5 Southbound Ramps 505/127~ 268/306~ 247/373~ 'ttl" Poinsettia Lane at Aviara Parkway o -.- Poi'nsettia L'n", 162/207~ 192/253~ '-0/0 -.--194/201 Poinsettia Lane at Cassia Road CD ~ "'" \~~ % Poinsettia. Ln.. ;e. '-433/300 -+--736/993 Poinsettia Lane at 1-5 Northbound Ramps 7/29~ 162/266-.. 7/46~ '-5/28 -.--284/169 ,8/16 Poinsettia. Ln. "\tr Poinsettia Lane at Black Rail Road ;;, '-6/11 ~ .!:::.. ~ -.--230/205 en co _ ~ \.. i ,6/12 Poinsettia Ln. 6/13~ 179/225-.. 7/15~ o CO ~ , ,en o Poinsettia Lane at Project Driveways FIGURE 4-2 ©Urban Systems Associates, Inc. 164/458~ . 1089/1057~ 19/46~ July 29, 2008 Pagelof2 '-65/72 -+--885/950 ,5/7 Poins.ettia. L ..... Poinsettia Lane at Paseo del Norte ® 10/39~ 158/217-.. 17/50~ '-6/27 -+--207/164 ,15/51 Poinsettia Ln. 'ttl" Poinsettia Lane at Ambrosia Lane O/O~ 188/225~ O/O~ '-15/20 -+--248/228 , 17/41 Poinsettia Ln. Poinsettia Lane at Skimmer Court Existing Plus Project AM I PM Peak Hour Traffic 004305 4-4 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ® ~ ~ '" N tl o~~ .. '-177/71 en '-. t') <>; '-.0'-. " 1O"'t') .~ ~95/99 en IX) '" ~~\.. § r 237/179 ~ ~ Poinsettia Ln.. 70/100~ ~ t I' 58/69~ 70/95~ ° ° ~ ° ..;t LO ~ CO N '-.'-.'-. ° ..;t t') 0) '" r--en ~ Poinsettia Lane at EI Camino Real ® f'-. N t') <l ~~t') 0'-.0 ., .~ l() N <>; '-108/58 '-.co '-. " -O"<t -E "'~f'-. -+-369/398 ~~\.. ~ r719/508 ~ Avia .. a Pkwy. Alga Rd. 78/121~ ~ t I' 177/492~ 396/472~ CO lfl ° t') '" CO ~ ° '" '-.-'-. t')'-.N lflt')..;t _ ° N en Aviara Parkway I Alga Road at EI Camino Real ® r-- ~ "<t tl LO ~ ~ '-.'-. '-3/2 LO ..;t ~ " r--~'-. .: JJ"! ~O/O rOle Ca:mino Yida Roble 25/247~ ~tr O/l~ 64/256~ t') ..;t ° r--IX) '-. '-. CO t') N'-. "'..;t t') N ° ~ EI Camino Real at Camino Vida Roble @ ,! f'-. .., '-41/126 t') r--.g -N'-. '-.'-.lfl ., " ~396/373 CO..;tlfl ... "" ~~ \..~ ,-11/28 AviaTe. Pkwy. 19/11~ ~ tr 347/440~ 4/4~ t') N ~ '-.'-.-COt')'-. en Ambrosia Lane at A viara Parkway FIGURE 4-2 ©Urban Systems Associates, Inc. . July 29, 2008 Page2of2 @ en '" tl "<teo r--~ .. N'-. ~ '-10/10 '-.Ot') " N eo '-. 'g '" to t') ~~\.. ~5/1 ~ ·r5/9 ~ Cassia Rd. r-. 333/160~ ~t r O/O~ 117/129~ ..;t 0) ..;t t') LO ~ ~CO'-. '-.'-...;t N r-- r--t') ~ EI Camino Real at Cassia Road ® -.§ 0) N '-22/9 '-N -'-. .g '" LO '" ~\.. 0 ,-3/1 .., 1: ~ "'" Apa1'f;ments Dwy. tl' '" t') t') '-. .::::.~ N '" Ambrosia Lane at Apartments Driveway ® -0 lfl <l o~ 1<)'-.'" .. NtOCO <>; '-63/77 '-.~'-. 0 l()0l() .E r--_..;t ~~\.. ~ ~14/26 ~ ,-57/80 Dove Ln. 76/180~ ~ t I' 9/24 ........ 17/100~ LO -t') ~ ° ..;t '-.en'-. ..;t'-.r--t') LO -0) EI Camino Real at Dove Lane Existing Plus Project AM / PM Peak Hour Traffic 004305 4-5 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban-Systems Associates, Inc. July 29, 2008 Table 4-2 shows intersection levels of service with project traffic added to existing conditions. As in the existing conditions, all intersections are at level of service "D" or bett~r. The project direct impacts are less than significant and intersection levels of service are in compliance with the Growth Management program Circulation Standard for intersections. Therefore no project mitigation would be needed. Appendix A includes Existing Plus Project intersection level of service worksheets. 004305 4-6 4305-Report _ D. wpd The Bridges at Aviara Acacia Investors TABLE 4-2 ©Urban Systems Associates, Inc. July 29, 2008 Existing + Project Intersection Levels of Service 1 2 Intersection Poinsettia Lane / 1-5 SB Ramps Poinsettia Lane / 1-5 NB Ramps 3 Poinsettia Lane / Paseo del Norte 4 Poinsettia Lane / A viara Parkway 5 Poinsettia Lane / Black Rail Road 6 Poinsettia Lane / Ambrosia Lane 7 Poinsettia Lane / Cassia Road 8 Poinsettia Lane / Project Driveway 9 Poinsettia Lane / Skimmer Court 10 Poinsettia Lane / EI Camino Real 11 EI Camino Real/Camino Vida Roble 12 El Camino Real/Cassia Road 13 EI Camino Real/Alga Road 14 A viara Parkway / Ambrosia Lane 15 Ambrosia Lane / Future Apartments Driveway 16 El Camino Real/Dove Lane 004305 4-7 AM PEAK HOUR ICU 0.50 0.62 0.58 0.45 0.22 0.21 0.23 0.19 0.10 0.64 0.39 0.58 0.75 0.26 0.05 0.38 LOS A B A A A A A A A B A A C A A A PM PEAK HOUR LOS A B C D E F ICU LOS -'/.'; _ " .... _ .-.,:, c, ~ __ " c. _ ~, 0.54 A 0.51 A 0.65 0.55 0.21 0.24 0.27 0.19 0.10 0.62 0.59 0.63 0.72 0.31 0.09 0.60 ICU B A A A A A A B A B C A A A 0.00 -0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91-1.00 Over 1.00 4305-Report_D. wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 5.0 YEAR 2010 CONDITIONS The SANDAG/Carlsbad Cities -County 2010 Transportation Forecast was used to determine Year 2010 traffic volumes. The peak hour intersection turn volumes were derived from the tJ;affic model and adjusted to account for existing conditions and reasonable expectations of future volumes. 5.1 STREET SEGMENTS Figure 5-1 shows Year 2010 average daily traffic volumes with the project traffic. Table 5-1 shows street segment levels of service for this condition. As shown, all evaluated street segments are expected to operate within the Growth Management Program requirement of at least a level of service "D" during peak hours with project traffic added. Project impacts are less than significant using the SANTEC lITE Guidelines for determining significant impacts. Therefore, no project street segment mitigation would be needed for Year 2010 conditions. 004305 5-1 4305-Report_D.wpd The Bridges at Aviara Acacia Investors SOURCE Data From SANDAG I Carlsbad Series 10 Year 201 0 Traffic Model ElR for the Villages of La Costa, Appendix F January 23, 2001 FIGURE 5-1 ©Urban Systems Associates, Inc. Ju{y29,2008 ~ NO SCALE l Year 2010 Average Daily Traffic Volumes With Project 004305 5-2 4305-J?eport _D. wpd The Bridges at Aviara Acacia Investors TABLES-l ©Urban Systems Associates, Inc. July 29, 2008 Year 2010 Street Segment Levels of Service AM PEAK HOUR PM PEAK HOUR Volume VIC Volume VIC Segment D Lanes Per Lane (1) LOS Per Lane (1) LOS . . > ~ "' • .. ,,~' • ~ ~>' -.. . ,~. . " ., ,., .' , > ~ " Poinsettia Lane I-5 to Paseo del Norte EB 3 425 0.24 A 772 0.43 A WB 3 575 0.32 A 385 0.21 A Paseo del Norte to Aviara Parkway EB 2 628 '0.35 A 930 0.52 A WB 2 700 0.39 A 395 0.22 A A viara Parkway to Ambrosia Lane EB 2 355 0.20 A 373 0.21 A WB 2 295 0.16 A 305 0.17 A Ambrosia Lane to El Camino Real EB 2 320 0.18 A 288 0.16 A WB 2 208 0.12 A 280 0.16 A EI Camino Real Camino Vida Roble to Poinsettia Lane NB 3 885 0.49 A 248 0.14 A SB 3 240 0.13 A 747 0.42 A Poinsettia Lane to Alga Road NB 3 885 0.49 A 352 0.20 A SB 3 305 0.17 A 735 0.41 A Ambrosia Lane Poinsettia Lane to Apartments Driveway NB 1 315 0.18 A 210 0.12 A SB 1 210 0.12 A 315 0.18 A Apartments Driveway to A viara Parkway NB 1 365 0.20 A 260 0.15 A SB 1 260 0.15 A 365 0.20 A ,r " ",' "-'" " ~. \ ' ' '< l;"~" IT" ",' ~' "-, " -'.' '.::-~ "'C" "J:~', ~,.. " ,". -. , " .. ". , . ,-'- D = Direction (1) = Based on 1,800 vehicles per lane per hour. LOS VIC A 0.00 -0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F Over 1.00 004305 5-3 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 5.3 INTERSECTIONS Figure 5-2 shows Year 2010 intersection AM and PM peak hour traffic volumes without project traffic. Figure 5-3 shows Year 20 1 0 intersection AM and PM peak hour traffic volumes with project traffic added. Table 5-2 shows intersection levels of service for Year 2010 Without Project Conditions. Table 5-3 shows intersection levels of service with project traffic added for Year 2010 As indicated in this table, all evaluated intersections are expected to operate within the Growth Management Program requirement of at least a level of service "D" during peak hours with project traffic added. Project impacts are less than significant using the SANTEC / ITE Guidelines for determining significant impacts. Therefore, no intersection mitigation would be needed for the near-term future under Year 2010 Conditions. Appendix B includes the levels of service worksheets for Year 2010 Conditions. 004305 5-4 4305-Repotl _D. wpd The Bridges at Aviara Acacia Investors ,"5 ..... § <::>' ~ ~ ,§>~ ~~~ <:)~ ~/C) ~ '?~ ...-825/695 I \:> r516/335 .-. -{ Poinse ttia Ln. 360/1085---.. "'\ 105/185~ "'~ ~ '1'> ~~ "'" Poinsettia Lane at 1-5 Southbound Ramps 150/350..J 607/622---.. 145/455~ '-.115/55 ...-356/483 r 15/45 Poinsettia Ln. Poinsettia Lane at Aviara Parkway (j) o o -.-Poinsettia Ln. 100/65..J 606/553 ---.. '-.5/5 ...-369/484 Poinsettia Lane at Cassia Road o Poinsettia Lane at 1-5 Northbound Ramps '-.10/25 "'-501/495 r 45/35 Poinsettia Ln. 35/55..J 628/746 ..... 0 55/65~ Poinsettia Lane at Black Rail Road I I •• §'I "'. "2. '0'. ...-387/484 .. Q,,: Poinsettia Ln. • 611/588 ..... I • • I • I I Poinsettia Lane at Project Driveways FIGURE 5-2 ©Urban Systems Associates, Inc. July 29, 2008 Pagelof2 ® o .:: Lt) 0 ,. ~ ~g~ ~ '-65/100 0 ........ 0 ~ ~ ~ ~ . ...-1291/633 ~ I ~ ~. ,10/30 t Poinsettia Ln. 200/400..J 1002/1697 ..... 55/185~ Poinsettia Lane at Paseo del Norte 30/100..J 621/582 ..... 37/109~ '-.10/50 ...-417/500 r 12/34 Poinsettia Ln. Poinsettia Lane at Ambrosia Lane 0 '-.8/10 0 01.-.., ................ '" I"}"<t S ...-379/466 ~ ~ ~ r 10/21 ~ .,. -.-"" Poinsettia Ln. 7/10..J ....L. " I' 592/528 ..... 7/20~ Ol 0 ........ ~ Lt) ........ Lt) Poinsettia Lane at Skimmer Court Year 2010 AM I PM Peak Hour Traffic Volumes Without Project 004305 5-5 4305-Report _D. wpd The Bridges at Aviara Acacia Investors 175/188~ 296/247 --+- 135/113~ '-190/50 ~178/250 r285/705 Pmneettia Ln. Poinsettia Lane at EI Camino Real Aviara Pkwy, 189/237~ 1 80/425--+- 300/360~ '-190/125 ~255/390 r520/200 Alga Rd. Aviara Parkway / Alga Road at EI Camino Real Cantino Vida Roble 105/160 ...JI 10/15--+- 108/465~ '-40/35 ~20/10 r 15/35 I"'-~O tI) ~ N ~ ~ '-. '-. ......... 0 <D ~ IJ') IJ') CJ) I"'-~ ~ Ei Camino Real at Camino Vida Roble 20/15.J 400/800--+- 5/5~ '-45/120 ~400/800 r 10/30 .riviara Pkwy .. Ambrosia Lane at A viara Parkway FIGURE 5-2 ©Urban Systems Associates, Inc, July 29, 2008 Cassia Rd. 150/80.J 5/5--+- 60/65~ Page2of2 '-10/10 ~5/5 r 5/1O EI Camino Real at Cassia Road Apa,'lments DWlJ . ,....----- t Ambrosia Lane at Apartments Driveway JJove Ln. 75/170.J 10/25--+- 20/100~ '-65/80 ~15/25 r 60/80 EI Camino Real at Dove Lane Year 2010 AM / PM Peak Hour Traffic Volumes Without Project 004305 5-6 4305-Report fl, wpd The Bridges at Aviara Acacia Investors 360/1085~ "\ 105/185~ "'<g, ~ "'" ~ 10 Poinsettia Lane at 1-5 Southbound Ramps 150/350.J 625/655~ 145/455~ '-115/55 ~390/510 r 15/45 Poinsettia Ln. Poinsettia Lane at Aviara Parkway Poinsettia Ln. 100/65.J 636/599--. '-5/5 ~400/522 POinsettia Lane at Cassia Road :\~~ ~ """ '-570/300 Poinsettia Ln. ~ 1155/845 150/ 160J .t-' / 510/1545--' ':-,# <:) ...... ~~ ~f~ .§I f')\ <:) ,;::. .,' ~ ",\ 0{ ,,<c Poinsettia Lane at 1-5 Northbound Ramps 35/55.J 646/779--. 55/65~ '-10/25 ~535/522 r 45/35 Poinsettia Ln. Poinsettia Lane at Black Rail Road ~ '-7/15 .., ~390/495 .s. .~ 8/17 d:: ' Poinsettia Ln. 9/19J 622/564--. 10/21~ Poinsettia Lane at Project Driveways FIGURE 5-3 ©Urban Systems Associates, Inc. o If) 0 t")oco '-If)'-0'-0 If) If) 0> N N ~ 200/400J 1020/1730--. 55/185~ JulY 29, 2008 Page 10/2 '-65/100 ~ 1325/660 ·r10/30 Poinsettia Ln. Poinsettia Lane at Paseo del Norte 30/100J 636/614 .......... 40/120~ '-10/50 ~440/522 r 20/50 Poinsettia Ln. Poinsettia Lane at Ambrosia Lane 7/10J 631/555--. 7/20~ '-8/10 .......... 397/509 r 10/21 Poinsettia Ln. Poinsettia Lane at Skimmer Court Year 2010 AM / PM Peak Hour Traffic Volumes With Project 004305 5-7 4305-ReportJ).wpd The Bridges at Aviara Acacia Investors 190/200""? 300/250~ 150/125,""" '-190/50 ~180/255 r285/705 Poinsettia Ln. ~tr Poinsettia Lane at EI Camino Real @) 0 o-.to tl CO-.t1O ~ ~ ~ '" ........................... ~ 01010 0 <"I"'~ .\'i ~ '" ~ ~l ~ g <.:> ;;q Avia"a Pkwy. 190/240""? 180/42S~ 300/360,""" '-190/125 ~255/390 r520/200 Alga Rd. Aviara Parkway I Alga Road at EI Camino Real CU'nl,ino Vida Roble lOS/l60....? 10/15~ 110/470,""" '-40/35 ~20/10 r 15/35 EI Camino Real at Camino Vida Roble 20/1S....? 400/800~ S/S,""" '-SO/130 ~400/800 r 10/30 rlviw"a, Pkwy. Ambrosia Lane at A viara Parkway FIGURE 5-3 ©Urban Systems Associates, Inc. Cassia. Rd. lSO/80""? S/S~ 60/6S~ July 29, 2008 Page2of2 '-10/10 ~5/5 r S/10 ~tr EI Camino Real at Cassia Road '-22/9 ; r 3 / 1 , Apa,·t-ments Dwy. tr Ambrosia Lane at Apartments Driveway ® 00 co tl ~ I/) I"') ~ 10 ., <"1 ......... 00 R; '-6S/80 '-...0'1 ......... " r--'10 .~ r-00 -.t ~l\.. g ~lS/2S " r 6O/8O '"i ])ove Ln. 79/180""? ~tr 10/2S~ 20/100,""" ION 10 _ 10 -.t ......... 0'1 ......... 10 ......... 0 ,I"') -.t -0 N EI Camino Real at Dove Lane Year 2010 AM I PM Peak Hour Traffic Volumes With Project 004305 5-8 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 TABLES-2 Year 2010 Without Project Intersection Levels of Service Intersection 1 Poinsettia Lane / 1-5 SB Ramps 2 Poinsettia Lane / 1-5 NB Ramps 3 Poinsettia Lane / Paseo del Norte 4 Poinsettia Lane / A viara Parkway 5 Poinsettia Lane / Black Rail Road 6 Poinsettia Lane / Ambrosia Lane 7 Poinsettia Lane / Cassia Road @ 8 Poinsettia Lane / Project Driveway 0) 9 Poinsettia Lane / Skimmer Court @ 10 Poinsettia Lane / EI Camino Real 11 EI Camino Real/Camino Vida Roble 12 EI Camino Real/Cassia Road 13 EI Camino Real/Alga Road 14 A viara Parkway / Ambrosia Lane 15 Ambrosia Lane / Future Apartments Driveway 0) 16 EI Camino Real/Dove Lane <D No intersection without project. @ Two-way stop signs, northbound and southbound. @ Stop sign facing southbound traffic only. @ Delay and LOS for northbound left turn. ® Delay and LOS for southbound left turn. 004305 5-9 AM PEAK HOUR Delay \, -' .. ," \'-. , . ~ ", 18.8 25.3 32.3 30.9 8.3 9.4 12.5 ® 12.0@ 35.3 28.2 13.1 35.6 11.8 12.1 LOS B C C C A A B B D C B D B B PM PEAK HOUR Delay 23.3 14.5 18.1 49.2 6.7 7.7 12.2 ® 11.6@ 33.3 23.7 12.0 35.3 12.5 16.1 LOS C B B D A A B B C C B D B B --, " , -, -'-, -~ ", .--~ -.' ' .' --", ~ "'-, : 'c',,,, .'.\, ~ > ,"" "_'" '.. ~ LOS Seconds of Delay A 0.00 -10.0 B 10.1-20.0 C 20.1 -35.0 D 35.1 -55.0 E 55.1 -80.0 F Over 80.0 Source: 2000 Highway Capacity Manual 4305-Report _D. wpd The Bridges at Aviara Acacia Investors TABLES-3 ©Urban Systems Associates, Inc. July 29, 2008 Year 2010 With Project Intersection Levels of Service Intersection " " '~ , " 1 Poinsettia Lane / 1-5 SB Ramps 2 Poinsettia Lane / 1-5 NB Ramps 3 Poinsettia Lane / Paseo del Norte 4 Poinsettia Lane / A viara Parkway 5 Poinsettia Lane / Black Rail Road 6 Poinsettia Lane / Ambrosia Lane 7 Poinsettia Lane / Cassia Road CD 8 Poinsettia Lane / Project Driveway 9 Poinsettia Lane / Skimmer Court @ 10 Poinsettia Lane / EI Camino Real 11 EI Camino Real/Camino Vida Roble 12 El Camino Real/Cassia Road 13 El Camino Real/Alga Road 14 A viara Parkway / Ambrosia Lane 15 Ambrosia Lane / Future Apartments Driveway @ 16 El Camino Real/Dove Lane j"_! ,'.",,' "" ' ' "." , ,- ® Stop sign facing southbound traffic only .. @ Two-way stop signs, northbound and southbound. @ Stop sign facing westbound traffic only. ® Delay and LOS for northbound left turn. @ Delay and LOS for southbound left turn. @ Delay and LOS for northbound lane group. 004305 5-10 AM PEAK HOUR PM PEAK HOUR Delay LOS Delay LOS -, , "_' v.', " " -'-' ~, ,~:, > .' ,.'. , ., , _,H , ,,-.','.,l , " -~ ~, , ,'.,'. J'", --, 19.5 B 23.8 C 26.8 C 15.0 B 35.9 D 18.6 B 30.9 C 52.0 D 8.2 A 6.S A 10.3 B 8.1 A 12.8® B 12.6® B 3.4 A 3.7 A 12.3 ® B 11.8 ® B 38.1 D 33.9 C 28.3 C 23.1 C 13.1 B 12.0 B 35.8 D 35.4 D 12.0 B 12.5 B 9.6@ A 9.9@ A 12.1 B 16.4 B , A,' .""'! ':;,tX:;",·'". ',"; -":'1,., ,., -/" -',' , , '--.' ,-. " ~ ". , -" --!", .,', ."',, -, (, :.' . '~, A'" : LOS Seconds of Delay A 0.00 -10.0 B 10.1-20.0 C 20.1 -35.0 D 35.1'" 55.0 E 55.1-80.0 F Over 80.0 Source: 2000 Highwav Capacity Manual 4305-Report _D. wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associate~, Inc. July 29, 2008 6.0 BUILD OUT CONDITIONS The SANDAG/Carlsbad 2030 Series 10 Combined North County Transportation Forecast (6-20-04) was used to determine Buildout (Year 2030) traffic volumes. The raw traffic model peak hour turn volumes were adjusted for existing condition volumes and reasonably expected growth in future traffic volumes. 6.1 STREET SEGMENTS Figure 6-1 shows the average daily traffic volumes for Buildout conditions, with the proposed project's traffic. Table 6-1 shows Buildout street segment levels of service. All evaluated segments are expected to operate within Grown Management Program Guidelines, at LOS "D" or better. Project impacts are less than significant using the SANTEC lITE Guidelines for determining significant impacts. Therefore, no project mitigation to street segments will be needed through Buildout of the City of Carlsbad. 6.2 INTERSECTIONS Figure 6-2 shows Bujldout AM and PM peak hour volumes at study area intersections without project traffic. Figure 6-3 shows Buildout AM and PM peak hour volumes with project traffic added. 004305 6-1 4305-Report_D.wpd The Bridges at Aviara Acacia Investors SOURCE Data From SANDAG Combined Year 2030 North County Series 10 Traffic Model-July I, 200-l ©Urban Systems Associates, Inc. July 29, 2008 FIGURE 6-1 Buildout Average Daily Traffic Volumes With Project 004305 6-2 4305-Report _D. wpd The Bridges at Aviara Acacia Investors ,,'0 & \IV-; <0 I' 0\ ,s> 'l;' ~ ,0 \ S> . ~ 0'" <:) ...... ; ~ ~ ...-. 895/720 ,.,t' ,481/885 Poinsettia Ln, Poinsettia Lane at 1-5 Southbound Ramps 535/220J 517/417~ 230/465~ '-105/60 ...-.266/608 ,50/25 Poill,se ttia Ln. Poinsettia Lane at A viara Parkway Poinsettia Ln. 100/65J 581/403 ___ "-5/5 ...-.502/323 Poinsettia" Lane at Cassia Road Poi1'wettia. Ln. CD Poinsettia Lane at 1-5 Northbound Ramps .,; '-10/25 '>: lO 0 ZU1' ~ O'-..lO '>: ...-.589/334 jl~l ,45/35 Poinsettia Ln. 35/55J ~t I' 603/596 ___ 55/65~ o lfl lfl lfl'-.."¢ '-..lO'-.. lfl lfl I'- Poinsettia Lane at Black Rail Road I I '. §'. I<) ~I ~I '&1 ...-.472/329 <t: Poinsettia Ln. I 563/408 ___ : I • I I I Poinsettia Lane at Project Driveways FIGURE 6-2 ©Urban Systems Associates, Inc. . July 29, 2008 ® 650/505J 782/1037 ___ 20/85~ Pagel 0/2 Poinsettia Lane ·at Paseo del Norte 0 0 '-10/50 1<)00 .., '-..~N oS 0'-..'-.. 000 <l ...-.510/339 .... ~lO '0; ,12/34 ~!~ ~ .0 t: -.,: Poinsettia Ln. 30/1 00J ~tl' 596/432 ___ 37/109~ 11)01'-N ~ ~ '-.. '-.. '-.. mOlfl I<) ~ I<) Poinsettia Lane at Ambrosia Lane ® 7/10J 572/378--.. 7/20~ '-8/10 ...-.464/311 r 10/21 Poinsettia Ln. m 0 '-..~ If)'-.. If) Poinsettia Lane at Skimmer Court Year 2030 AM / PM Peak Hour Traffic Volumes Without Project 004305 6-3 4305-Report _D. wpd The Bridges at Aviara Acacia Investors @ 0 N ~ mil) ~ ~ <0 ti '-200/160 ~ ........ ~ " '-.,.0 ........ <>; N (!) I/) 0 r<') ~ N ~ ..-163/140 ~ ~ ~ .€ r220/830 ~ l \..~ Poi'rnJettia Ln. 125/128~ ~ t I' 286/132~ 170/138~ ~ I/) 0 en 00 00 ........ -'<1" I'-~'-.,. co '-.,.0 ~ lO r<') ~ ""<t (!) N Poinsettia Lane at EI Camino Real ® -.t N Nil) ti ON I<) N'-.,.'" '" '-310/130 -I'-........ <>; '-.,.1<)0 0 00 '" ~ jl~! ~480/310 r750/405 Aviara PIv-wy. Alga Rd. 110/105~ ~tl' 225/505~ 310/450~ o (!) lO 00 lO (!) ""<t m CO ........................ o (!) Il) co r--. <.0 '" lO lO N Aviara Parkway / Alga Road at EI Camino Real ® ~ 0 I/) I'-OJ I'-~ N ........ lO " ........ ""<tlO <>; '-5/15 000'-.,. 0 I/)NlO ~ N ~ (!) 'g ~ l \..~ ..-5/15 ,5/15 CWlnil10 Vida Roble 70/275~ ~ t I' 10/10~ N""<t 0 103/650~ N -.j---r<') ........ '-.,.-0 ~'-.,.N om 00 '" N N EI Camino Real at Camino Vida Roble @ ~ Il) -.t '-45/120 I'-~ ........ 1/) '-.,. .s; O ........ N ? ~700/705 jl\.1 ,10/30 Aviant Pkwy •. 20/15~ ~tl' 425/900~ 5/5~ I/) l{) l{) ................ ~ OlO ........ -0 ~ Ambrosia Lane at A viara Parkway FIGURE 6-2 ©Urban Systems Associates, Inc. Cassia Rd. 150/80~ 5/5~ 60/65~ July 29, 2008 Page2of2 '-10/10 ..-5/5 ,5/10 ~tr EI Camino Real at Cassia Road Apar/;ments Dwy. ------- t Ambrosia Lane at Apartments Driveway ® m m -.t OJ lO N N ........ 1l) " Nr--.CO <>; '-65/80 ........ ""<t'-.,. 0 O~lO '1 r--. ~""<t ~!~ ..-15/25 t.:> r 6O/8O <>i iJove Ln. 75/170~ ~tr 10/25~ 20/100~ L() ..-to· ~r<')-.t '-.,.-........ l{)-O "'::::--lO m N EI Camino Real· at Dove Lane Year 2030 AM / PM Peak Hour Traffic Volumes Without Project 004305 6-4 4305-Repor(]J. wpd The Bridges at Aviara Acacia Investors TABLE 6-1 ©Urban Systems Associates, Inc. July 29, 2008 Buildout Street Segment Levels of Service Segment Poinsettia Lane 1-5 to Paseo del Norte Paseo del Norte to Aviara Parkway A viara Parkway to Ambrosia Lane Ambrosia Lane to EI Camino Real EI Camino Real Camino Vida Roble to Poinsettia Lane Poinsettia Lane to Alga Road Ambrosia Lane Poinsettia Lane to Apartments Driveway Apartments Driveway to A viara Parkway D = Direction (1) = Based on 1,800 vehicles per lane per hour. 004305 AM PEAK HOUR PM PEAK HOUR Volume VIC Volume VIC D Lanes Per Lane (1) LOS Per Lane (1) LOS EB WB EB WB EB WB EB WB NB SB NB SB NB SB NB SB 3 3 2 2 2 2 2 2 3 3 3 3 1 1 1 1 6-5 490 488 490 555 283 363 308 250 1,168 475 1,080 522 110 70 75 75 0.27 0.27 0.27 0.31 0.16 0.20 0.17 0.14 0.65 0.26 0.60 0.29 0.06 0.04 0.04 0.04 A A A A A A A A B A A A A A A A 553 548 600 600 350 360 213 193 495 1,038 600 967 70 180 150 100 LOS A B C D E F 0.31 0.30 0.33 0.33 0.19 0.20 0.12 0.11 0.28 0.58 0.33 0.54 0.04 0.10 0.08 0.06 VIC A A A A A A A A A A A A A A A A 0.00 -0.60 0.61-0.70 0.71-0.80 0.81-0.90 0.91 -1.00 Over 1.00 4305-Reportp.wpd The Bridges at Aviara Acacia Investors "'0~ ,"? 0 t' <::>\ ~ ~ ~ ,<::> \ S-o.J 0' 0 \) ....... / R ~ -'-895/720 ., r500/900 ,-{ Poinsettia Ln . Poinsettia Lane at 1-5 Southbound Ramps 535/220J 535/450--... 230/465~ '-105/60 -.-300/635 r 50/25 Poinsettia Ln. Poinsettia Lane at Aviara Parkway -.- Poinsettia Ln. '-5/5 -.-498/361 Poinsettia Lane at Cassia Road Poinsettia Ln. '-330/280 ....-1135/1365 240/250J #-, / 585/865--... :-,"I:tt '0 ".. <:)'\ /(j ':!: ' 4' 0\ 0 ",*, ~ \ ? ,;p '.; <tY Poinsettia Lane at 1-5 Northbound Ramps '-10/25 -.-623/361 r 45/35 Poinsettia Ln. 35/55J 621/629--... 55/65~ Poinsettia Lane at Black Rail Road N ° ",-0",-r<)'-...~ ~o~ ~l\. ~ '-7/15 :: -.-475/340 .~ ~8/17 E ". Q,. POi1l.Settia. Ln. Poinsettia Lane at Project Driveways FIGURE 6-3 ©Urban Systems Associates, Inc. 650/505J 800/1070--... 20/85~ July 29, 2008 Pagel 0/2 Poinsettia Lane at Paseo del Norte !J '-10/50 .~ -.-533/361 ~ ~20/50 1 ". .." Poinsettia Ln. 30/100J 611/464--... 40/120~ Poinsettia Lane at Ambrosia Lane 7/10J 606/405--... 7/20~ '-8/10 -.-482/354 r 10/21 Poinsettia Ln. 01 ° '-...~ 11) '-... 11) Poinsettia Lane at Skimmer Court Year 2030 AM / PM Peak Hour Traffic Volumes With Project 004305 6-6 4305-Report_D. wpd The Bridges at Aviara Acacia Investors 140/140~ 290/135--+- 185/150, Poinsettia Lane at EI Camino Real Avian .. Pkwy. 110/105~ 225/505--+- 310/450, '-310/130 ......... 480/310 ,750/405 Alga Rd. Aviara Parkway / Alga Road at EI Camino Real CaTnin.o Vida Roble '-5/15 ......... 5/15 ,5/15 EI Camino Real at Camino Vida Roble 20/15~ 425/900--+- 5/5, '-50/130 ......... 700/705 ,10/30 A via"a Pkwy. Ambrosia Lane at Aviara Parkway FIGURE 6-3 ©Urban Systems Associates, Inc. July 29, 2008 Page2of2 @ 0 "l' N <l ON "l''-., ., ~o '" '-10/10 -,...,,,,If) 0 If) I") '-., .5 I") ~ If) § ......... 5/5 ~l" <.> ,5/10 ~ CasS'i.a Rd. 150/80~ ~tl" 5/5--+- 60/65, ootO "o~ '-.,"l''-., to ~ to 1")'-., If) ~ 0'1 N EI Camino Real at Camino Vida Roble ® '-22/9 ~ ,3/1 Apar/.7nents Dwy. tl" Ambrosia Lane at Apartments Driveway Dove Ln. 79/180~ 10/25--+- 20/100, '-65/80 "'-15/25 ,r-60/80 EI Camino Real at Dove I,.ane Year 2030 AM / PM Peak Hour Traffic Volumes With Project 004305 6-7 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 Table 6-2 includes intersection levels of service at Buildout without project traffic, Table 6-3 shows intersection levels of service with project traffic added to Buildout peak: hour volumes. As indicated in this table, all evaluated intersections are expected to operate witbinGrowth Management Program requirements of at least level of service "D" dUring peak: hours with project traffic added. Also, project impacts are less than significant using the SANTEC /ITE Guidelines for detenn.jning significant impacts. Therefore, no intersection mitigation would be needed in the Buildout condition. No intersection mitigation is needed, beyond that already identified to be provided by other approved projects or the City of Carlsbad Traffic Impact Fee Program. Appendix C has the worksheets for Buildout conditions. 004305 6-8 4305-Report _D. wpd The Bridges at Aviara Acacia Investors TABLE 6-2 ©Urban Systems Associates, Inc. Juiy29, 2008 Buildout Without Project Intersection Levels of Service Intersection 1 Poinsettia Lane / 1-5 SB Ramps 2 Poinsettia Lane / 1-5 NB Ramps 3 Poinsettia Lane / Paseo del Norte 4 Poinsettia Lane / A viara Parkway 5 Poinsettia Lane / Black Rail Road 6 Poinsettia Lane / Ambrosia Lane 7 Poinsettia Lane / Cassia Road @ 8 Poinsettia Lane / Project Driveway Q) 9 Poinsettia Lane / Skimmer Court @ 10 Poinsettia Lane / EI Camino Real 11 El Camino Real/Camino Vida Roble 12 EI Camino Real/Cassia Road 13 El Camino Real/Alga Road 14 A viara Parkway / Ambrosia Lane 15 Ambrosia Lane / Future Apartments Driveway Q) 16 E1 Camino Real/Dove Lane <D No intersection without project. @ Two-way stop signs, northbound and southbound. @ Stop sign facing southbound traffic only. ® Delay and LOS for northbound left turn. ® Delay and LOS for southbound left turn. 004305 6-9 AM PEAK HOUR Delay 21.4 26.1 35.7 41.2 7.7 15.3 13.0 13.5 49.2 14.6 13.0 51.8 11.8 34.1 LOS :-.<',,', ',. ' C C D D A B B B D B B D B C LOS A B C D E F PM PEAK HOUR Delay LOS 30.0 19.6 24.3 46.2 7.6 16.2 11.1 11.6 41.1 15.1 55 52.6 12.5 43.2 C B C D A B B B D B A D B D Seconds of Delay 0.00 -10.0 10.1-20.0 20.1-35.0 35.1-55.0 55.1-80.0 Over 80.0 Source: 2000 Highway Capacity Manual 4305-Report _D. wpd The Bridges at Aviara Acacia Investors TABLE 6-3 ©Urban Systems Associates, Inc. July 29; 2008 Buildout With Project Intersection Levels of Service Intersection 1 Poinsettia Lane / 1-5 SB Ramps 2 Poinsettia Lane / 1-5 NB Ramps 3 Poinsettia Lane / Paseo del Norte 4 Poinsettia Lane / A viara Parkway 5 Poinsettia Lane / Black Rail Road 6 Poinsettia Lane / Ambrosia Lane 7 Poinsettia Lane / Cassia Road <D 8 Poinsettia Lane / Project Driveway 9 Poinsettia Lane / Skimmer Court @ 10 Poinsettia Lane / EI Camino Real 11 El Camino Real/Camino Vida Roble 12 EI Camino Real/Cassia Road 13 El Camino Real/Alga Road 14 A viara Parkway / Ambrosia Lane 15 Ambrosia Lane / Future Apartments Driveway @ 16 El Camino Real/Dove Lane Q) Stop sign facing southbound traffic only .. @ Two-way stop signs, northbound and southbound. @ Stop sign facing westbound traffic only. ® Delay and LOS for northbound left turn. ® Delay and LOS for southbound left turn. @ Delay and LOS for northbound lane group. 004305 6-10 AM PEAK HOUR Delay 23.3 26.6 39.7 41.8 7.5 16.4 13.1 ® 3.3 13.9@ 49.4 14.7 13.6 52.2 11.9 9.6® 34.5 LOS C C D D A B B A B D B B D B A C LOS A B C D E F PM PEAK HOUR Delay LOS 31.5 20.2 24.7 47.7 7.6 16.8 11.4 ® 4.5 11.9@ 41.3 15.3 5.6 52.9 12.5 9.9® 44.7 C C C D A B B A B D B A D B A D Seconds ofDeiay 0.00 -10.0 10.1 -20.0 2'0.1-35.0 35.1 -55.0 55.1 -80.0 Over 80.0 Source: 2000 Highway Capacity Manual 4305-Report_D.wpd The Bridges at Aviara Acacia Investors 7.0 CONGESTION MANAGEMENT PROGRAM (CMP) ©Urban Systems Associates, Inc. . July 29, 2008 As required by State of California Law (Proposition 111, June 1990, Congestion Management Program), an analysis of the Regionally Significant Arterials (RSA) in the study area are required. El Camino Real is listed as an RSA through the study area, and has been evaluated in previous sections of this report. The ramp intersections with Poinsettia LanelI-5 have also been evaluated. Both street segments and intersections are expected to operate at least at LOS "D", and therefore comply with CMP regional guidelines for Year 2030. 7.1 FREEWAY SEGMENTS EVALUATION The project traffic contribution to Interstate 5 main lanes is less than the 50 peak: hour trips established in the CMP Guidelines, so that a freeway main lane analysis is not needed for this project. 7.2 INTERSECTIONS Study area intersections were evaluated using the Highway Capacity Manual software, and all intersections comply with CMP requirements using this methodology. 004305 7-1 4305-ReportJ).wpd The Bridges at Aviara Acacia Investors 8.0 ALTERNATIVE PLAN ©Urban Systems Associates, Inc. . July 29, 2008 The Alternative Plan would replace the 65 affordable, age restricted apartments with 30 townhomes on lot 3. The 428 senior units on lots 1 and 2 would remain. Table 8-1 shows a trip generation comparison between the two plans. As shown the Alternative Plan would generate fewer average daily and peak hourly trips than the Proposed Plan. Therefore, the Alternative Plan traffic impacts would also be less than significant and as with the Proposed Plan, no traffic mitigation would be needed. 004305 8-1 4305-Report_D.wpd The Bridges at Aviara Acacia Investors Use Amount Senior Housing 428 DU Townhomes 30 DU Source: ©Urban Systems Associates, Inc. July 29, 2008 TABLE 8-1 Alternative Plan Project Trip Generation AM PEAK HOUR PM PEAK HOUR Trip Rate ADT % # InIOut In Out % # In/Out In Out " ',' " " ; , " ",::'<'"" ,,~ , • , ,~ < -/"; r'I'''., ,'< r ,,' ' , -< -" ,,', '-'", ,' ... -, .-;,', 4.0 IDU 1,712 5 88 4 6 35 51 7 120 6 4 72 48 8 IDU 240 8 19 2 8 4 15 10 24 7 3 17 7 Totals 1,952 105 39 66 145 89 55 ... , ' , , ! ~ , -, ~ ,,~ . ,;,." ,,' ',,\ ',,0-" --.' , , ,'" '" , .-" , " : , " ~ "" " , .... ", ; <I, ."-",, ;'.-, Trip Rate, percentages and inlout split ratios from SANDAG Vehicular Traffic Generation Rates for the San Diego Region, April 2002. TRIP GENERATION COMPARISON AM PEAK HOUR PM PEAK HOUR ADT # In Out # In Out -" ",0:,":;" , ~ • < " ' "£' "'," '" " " -,: ~ . ~ , .~ Proposed Project 2,102 117 41 76 155 97 58 Alternative Plan 1,952 105 39 66 145 89 55 Difference -150 -12 -2 -10 -10 -8 -3 .-:-:':, " , --'~' (" _. , •• -t-, : " ' , ,',-, , ",',,-., t /',<, " , " >,.!.' 004305 8-2 4305-Report _D. wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 9.0 CONCLUSIONS AND RECOMMENDATIONS 9.1 EXISTING TRAFFIC CONDITIONS An evaluation of existing traffic conditions of streets expected to be impacted by twenty percent or more of project traffic indicated street segments and intersections currently operate within the City's Growth Management Program requirements of at least level of service "D" during peak hours. 9.2 PROJECT PLUS EXISTING CONDITIONS The project, 428 senior housing and continuing care dwelling units, and 65 separate affordable, age restricted apartments, is expected to generate 2,102 average daily vehicle trips, 117 AM peak hour trips (41 inbound, 76 outbound) and 155 PM peak hour trips (97 inbound, 58 outbound). An evaluation of street segments and intersections nearby and expected to be impacted by twenty percent or more of project traffic was conducted after adding project peak hour traffic flow to existi,ng conditions in order to determine any project direct significant impact. A traffic impact would be considered significant if traffic caused a reduction in peak hour level of service below LOS "D" (per City of Carlsbad Growth Management Program, 1986). An impact would also be considered significant according to regional SANTEC / ITE traffic impact study guidelines if street segment and intersection levels of service are at "E" or "F" and certain parameters are exceeded with the addition of project traffic. 004305 9-1 The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 An evaluation of existing plus project conditions for street segments and intersections indicates expected operations within the Growth Management Program requirement of at least level of service "D" during peak hours, and are within the SANTEe / ITE Guidelines for determining significant impacts. Therefore, the project only impacts can be considered less than significant and no street segment or intersection mitigation is needed. A project feature includes the installation of a traffic signal at the project main driveway on Poinsettia Lane, with 250 foot left turn lane pockets. Other project driveways on Poinsettia Lane will be right turn exit only or right turn-in-out only. The main driveways into the project will have gates and guardhouses with appropriate turn-around. 9.3 EXISTING PLUS YEAR 2010 CONDITIONS Street segment and intersection levels of service are expected to be within the Growth Management Program requirement oflevel of service "D" during peak hours, and within the SANTEe / ITE Guidelines for determining significant impacts. Therefore no street segment or intersection mitigation is needed. 9.4 BUILD OUT CONDITIONS Both street segments and intersection buildout peak hour levels of service are projected to be within the Growth Management Program Guidelines assuming the proposed project, and within the SANTEe /ITE Guidelines for determining significant impacts. Therefore no project mitigation will be needed. 00430) 9-2 4305-Report_D.wpd .. The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 9.5 CONGESTION MANAGEMENT PROGRAM (CMP) EVALUATION EI Camino Real and Interstate 5 are portions of the Regionally Significant Arterial or Freeway Systems. A Congestion Management Program evaluation was conducted for the study area street segments and intersections. Intersections and street segments along EI Camino Real in the study are expected to comply with CMP level of service requirements. The project's addition of traffic to the freeway systems is expected to be less than 50 peak hour trips so that a freeway main lane evaluation is not required, according to Regional CMP Guidelines. 9.6 ALTERNATIVE PLAN EVALUATION The Alternative Plan would replace the 65 affordable, age restricted apartments with 30 townhomes on lot 3. The 428 senior units on lots 1 and 2 would remain. A trip generation comparison between the two plans indicates that the Alternative Plan average daily and peak hourly trip generation would be less than the Proposed Plan. Therefore, the Alternative Plan project traffic impacts would also be less than significant. 004305 9-3 4305-Report_D.wpd The Bridges at Aviara Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 10.0 REFERENCES San Diego Region Traffic Engineer's Council (SANTEC) and Institute of Transportation Engineers (ITE), California Border Section, Guidelines for Congestion Management Program (CMP) Traffic hnpact Report, San Diego, CA (2000) Transportation Research Board, 2000 Highway Capacity Manual Special Report, Washington, DC (2000) SANDAG 2002 Congestion Management Program Update, (January 2003) City of Carlsbad, Growth Management -Performance Standards for Facilities, Amended April 22, 1997 004305 10-1 4305-ReportJ).wpd The Bridges at Aviara Acacia Investors 11.0 URBAN SYSTEMS ASSOCIATES INC. PREP ARERS Principal Planning Director Sandee Witcraft-Schlaefli; J.D. Juris Doctor, Graduate courses Urban Planning, B.A. Political Science/Social Welfare Principal Engineer ©Urban Systems Associates, Inc. July 29,_ 2008 Andy P. Schlaeflil M.S. Civil Engineering, B.S. Civil Engineering Registered Civil Engineer, Licensed Traffic Engineer Project Engineer Sam P. Kab, II; Licensed Traffic Engineer Senior Technical Support, Graphics and Illustrations Mark A. Schlaefli Word Processing. Report Production and Compilation Dannielle Glodowski Misty Dayton This report is site and time specific and is intended for a one-time use for this intended project under the conditions described as "Proposed Project". Any changes or delay in implementation may require re-analysis and re-consideration by the public agency granting approvals. California land development planning involves subjective political considerations as well as frequently re-interpreted principals of law as well as changes in regulations, policies, guidelines and procedures. Urban Systems and their professionals make no warrant, either express or implied, regarding our findings, recommendations, or professional advice as to the ability to successfully accomplish this l"nd development project. Traffic is a consequence of human behavior and as such is predictable only in a gross cumulative methodology of user opportunities, using accepted standards and following patterns of past behavior and physical constraints attempting to project into a future window of circumstances. Any counts or existing conditions cited are only as reliable as to the time and conditions under which they were recorded. As such the preparer of this analysis is unable to warrant, either express or implied, that any forecasts are statements of actual true conditions which will in fact exist at any future date. Services performed by Urban System professionals resulting in this document are ofa 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. 004305 11-1 4305-Report -.p. wpd The Bridges at Aviara 1;a.Acacia Investors ©Urban Systems Associates, Inc. July 29, 2008 APPENDIX A -EXISTING INTERSECTION LOS WORKSHEETS -EXISTING PLUS PROJECT INTERSECTION LOS WORKSHEETS 004305 RECEIVED JUL 30 2008 CITY OF CARLSBAD PLANNING DEPT 4305-Report _D. wpd ( Facility Performance Standards I City of Carlsbad Page 1 of2 CITY OF CARLSBAD I Home I Community Development I Planning Department I Growth lVIanagement I Facility Performance Standards GROWTR·'M'Af'fAG'ElVrEJ\JT':"'P'ER'F~IVl1\J\J'CE"'STAJ\J'OAR.trS-FO"R-F1\CTOTrES----- The City Council, on September 16, 1986 (as amended on April 22, 199n created the following performance standards through adoption of the Citywide Facilities and Improvements Plan. These standards are real standards, not simply goals or aspirations. Development cannot proceed unless the standards are met. Facilities Provided by City of Carlsbad City Administrative Facilities 1,500 sq. ft. per 1,000 population must be scheduled for construction within a five-year period or prior to construction of 6,250 dwelling units, beginning at the time the need is first identified. Libraries 800 sq. ft. per 1,000 population must be scheduled for construction within a five-year period or prior to construction of 6,250 dwelling units, beginning at the time the need is first identified. Parks 3.0 acres of Community Park or Special Use Area per 1,000 population within the Park District 1 must be scheduled for construction within a five year period, or prior to construction of 1,562 dwelling units within the Park District beginning at the time the need is first identified. Drainage Drainage facilities must be provided as required ~ .. ~ by the City concurrent with development. CirCulati~ No road segment or intersection in the zone nor any road segment or intersection out of the zone which is impacted by development in the zone shall be projected to exceed a service level C during off-peak hours, nor service le\lel ~ peak hours. Impacted means where 20% or more of the traffic generated by the local facility management zone will use the road segment or intersection. Fire Response No more than 1,500 dwelling units outside of a five-minute response time. Open Space Fifteen percent of the total land area in the zone exclusive of environmentally constrained non-developable land must be set aside for permanent open space and must be available concurrent with development. Sewer Collection System Trunk line capacity to meet demand as determined by the appropriate sewer district must be provided concurrent with development. Facilities Provided by Other Agencies Schools School capacity to meet projected enrollment (Th'e city is served by four within the zone as determined by the school districts: In addition to appropriate school district must be provided Carlsbad Unified, parts of S.E. prior to projected occupancy 2. Quadrant are served by San Marcos Unified, San Dieguito General Information For more information about the City of Carlsbad's Growth Management Program, call or write: Planning Department Contact Us I Growth Management For more detailed information see the related links. ~ "Citywide Facilities and Imp-rov-aments Plan" m.D Ln,en{ion N1!1lI1H:r 4 6 7 cf) 9 JI) 11 12 I:l 1'1 15 lb 17 Ig 19 2u 21 22 23 24 r.;.;., ~ 26 27 2ft 29 )(1 :)1 32 J3 SeglIlent Palomar Airport Road Palomar Airport Road Palomar Airpofl Road Palomar Airport Road EI CamillO Rcnl EI Camino Real 1'.1 Camino Real El Camino Real (-.I Camion Real EIl"muillo Real 1';1 Camino Renl MdroscDrivc Melmr.c Drive !,lclmse Drive Carlsbad Boulevard Cnrlsbad Boulevard C';lrlsbad Boulevard Carlsbad Boulevard La Costa Avenue Lu eosIn Avenue RiUlCh" Samt} Fe Road Rancho SWlla Fe Road ltantho Sanla F tl ROlld Carlsbad Village Drive Poinsettia Lane TUlIinmck AVllllue Poseo D~I, Norte P~lSCO Del Nl)rte ClIoJlonR!)ud C:mnon Road College Boulevard College Boulevard Alga Road Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY SeglUent Location pase! Del Norte and Annada Drive Yarr w Drive and El Camino Real El C mino Real and Loker Ave. W.ilrulOvalion Wy. Meh )se Drive and Paseo Valindo/Eagle Drive Pia . Drive and Marron Road ram ack Avenue and Kelly Drive Fara ay Avenue and Palomar Airport Ruad Cam 110 Vida Roble aud Cassia Road ArIOn 11 Road mld Cosla Del Mar Road La C >:;[a Avenue and Levante Street l.I!v. lle Streel and Calle Barcelona Lion Ilel)d Avenue and Palomar Ajrport Road PalO! Jar Airport Road and Rancho Bravado Alga Road and Corintia Street MOll tain View Drive and Slale Steet Calli 11 Road mJd Cerezo Drive Poin euia Lane and Island Way Aver ida Encinas and LIl Costa Avenue Saxo 11 Road and Piraeus Street Cade cia Street and Romeria Street La C sUI Meadows Drive and Sail Elijo Road Ave ·da Soledad and Curnino Junipero Oli\' ohain Road nnd Avenidn La Posta Viet ria A venue and Pontiac Drive Pase Del Norte and Batiquitos Drive EI C-illino Real and La l'ortalada Drive Cam· ~() Del Parque (North) and Palomar Airport Road PalO! Jar Ai.rport Road and Car Counlty Drive Pase Del Norte and Car Country Drive El C· mine Real and College Bonlevard Tanl" ck Avenue (North) and North City Limits PalO! ar Airport Road and Aston Avenue Cori cia Street and EI Fuerte Street Summer 2003 ADT 51,996 32,878 53,603 54,748 36,403 32,469 33,148 31,448 . 46,017 35,018 35,833 12,492 17,787 19,476 18.134 22,304 33,921 10,015 31,954 • 28,637 16,866 7,717 22,702 9,200 9,148 10,558 19,762 12,287 12,072 Peak LOS A A A D A B A A A A A A A A A A A A C D A A A A A A A A A SUIlllller 2004 AUT 53,216 33,771 53,605 53,222 40,314- 33,190 32,976 32,464 48,393 37,906 36,388 12,125 16,605 20,288 18,672 20,048 31,531 10,412 33,997 31,155 16,046 8,202 24,332 9;609 9,054 10,362 21,539 12,736 13,166 Pellk LOS A A A [) A B A A B II. A A A A A A A A D A A A A A A A A A A SmulIIcr 2005 ADT 51,285 32,154 49,907 52,792 36,540 27,031 36,694 32,038 47,753 37,279 36,340 12,52U 15,669' 19,780 18,808 24,683 31,7i7 II,7S0 30,853 35,763 17,517 5,977 25,057 8,093 9,411 10.477 24,071 18,905 25,609 13,761 12.784 Pettit LOS A A A c A A A A A A A A A B A A A A C A A A A A A A A D A A A SUIUUler 2006 ;illT 53,378 32,96() 51,613 49,245 30,832 25,178 36,712 29,801 47,091 36,097 36,413 12,102 16,476 14,868 19,034 17,267 18,126 32,578 12,061 30,516 36,589 16,739 5,866 26,127 7,831 9,226 10,689 25,052 19,986 27,381 14,484 Peak LOS A A A A A It A A A A A A A A A A A A A A A A A A A A A A D A A Suwmcr2007 ADT Peak LOS 53,175 A 33.820 A 52.739 A 36,290 A 31,375 A 25,509 A 38,417 A <:.l€lli~ ·3[),!b A.J 50,905 C 39,105 A 39,367 A ~5,995 17,742 20,880 13,985 18,163 16,114 19,474 33,245 12.492 A /1 A A A A A A A 34,674 /\ 39,947 A 17,028 A 6,168 A @3 ~ 8,453 A 8,791 A JO,246 A 22,778 A 19,390 D 25,690 A 13.718 A 11.482 A Transportation Studies. Inc. 2680 Walnut Avenue. Suite C Tustin. CA. 92780 Location : POINTSETTIA LANE Site: CARLSBAD Segment : AVIARA TO BLACK RAIL ROAD Date: 06/18/08 Client : URBAN SYSTEMS Interval EB WB Combined Day: Wednesday Begin AM PM AM PM AM PM 12:00 10 26 50 205 2 8 71 336 12 34 121 541 12:15 9 56 2 106 11 162 12:30 5 42 3 75 8 117 12:45 2 57 I 84 3 141 01:00 2 8 50 204 0 61 224 2 9 III 428 01:15 2 56 0 58 2 114 01:30 3 50 0 56 3 106 01:45 1 48 1 49 2 97 02:00 2 8 51 205 I 2 53 225 3 10 104 430 02:15 5 56 I 50 6 106 02:30 1 52 0 62 1 114 02:45 0 46 0 60 0 106 03:00 0 4 50 205 2 8 75 303 2 12 125 508 03:15 1 49 2 65 3 114 03:30 3 51 3 79 6 130 03:45 0 55 1 84 I 139 04:00 4 9 54 236 4 28 86 397 8 37 140 633 04:15 0 58 8 101 8 159 04:30 2 62 5 90 7 152 04:45 3 62 11 120 14 182 05:00 5 32 79 309 12 77 122 577 17 109 201 886 05:15 7 85 18 159 25 244 05:30 8 67 26 173 34 240 05:45 12 78 21 123 33 201 06:00 19 119 59 206 41 197 149 422 60 . 316 208 628 06:15 28 52 43 101 71 153 06:30 33 49 54 84 87 133 06:45 39 46 59 88 98 134 07:00 44 267 46 l71 80 317 92 281 124 584 138 452 07:15 67 43 79 82 146 125 07:30 73 33 83 51 156 84 07:45 83 49 75 56 158 105 08:00 63 286 34 129 64 286 56 163 127 572 90 292 08:15 86 39 82 40 168 79 08:30 63 27 74 42 137 69 08:45 74 29 66 25 140 54 09:00 56 209 31 108 61 227 44 144 117 436 75 252 09:15 56 33 48 53 104 86 09:30 46 22 67 24 113 46 09:45 51 22 51 23 102 45 10:00 62 207 13 66 57 243 24 73 119 450 37 139 10:15 53 20 58 20 111 40 10:30 46 11 74 18 120 29 10:45 46 22 54 11 100 33 11:00 51 164 12 28 70 279 13 51 121 443 25 79 11:15 37 7 49 13 86 20 11:30 37 5 69 16 106 21 11:45 39 4 91 9 130 13 Totals 1.339 2.072 1.673 3.196 3.012 5.268 Slllit% 44.5 39.3 55.5 60.7 DavTotals 3,411 4.869 8.280 Day Splits 41.2 58.8 Peak Hour 07:30 05:00 07:00 05:15 07:30 05:15 Volume 305 309 317 604 609 893 Factor 0.89 0.91 0.95 0.87 0.91 0.91 Transportation Studies. Inc. 2680 Walnut Avenue, Suite C Tustin, CA. 92780 Location : POINTSETTIA LANE Site: CARLSBAD Segment : AMBROSIA LANE TO CASSIA ROAD Date: 06/18/08 Client : URBAN SYSTEMS Interval EB WB Combined Day: Wednesday Begin AM PM AM PM AM PM 12:00 2 16 56 244 4 22 61 248 6 38 117 492 12:15 8 71 10 74 18 145 12:30 2 54 6 58 8 112 12:45 4 63 2 55 6 118 01:00 1 6 50 218 0 10 39 184 1 16 89 402 01:15 2 47 0 48 2 95 01;30 2 57 4 51 6 108 01:45 1 64 6 46 7 110 02:00 1 7 61 244 3 3 51 175 4 10 112 419 02:15 5 63 0 45 5 108 02:30 I 56 0 40 1 96 02:45 0 64 0 39 0 103 03:00 1 6 66 269 4 12 54 218 5 18 120 487 03:15 1 68 4 48 5 116 03:30 3 60 2 63 5 123 03:45 1 75 2 53 3 128 04:00 6 .10 73 325 0 26 49 256 6 36 122 581 04:15 2 81 8 72 10 153 04:30 1 86 8 53 9 139 04:45 1 85 10 82 11 167 05:00 5 38 93 413 5 64 65 326 10 102 158 739 05:15 8 126 18 92 26 218 05:30 11 95 19 84 30 179 05:45 14 99 22 85 36 184 06:00 20 127 76 300 53 198 77 251 73 325 '153 551 06:15 23 76 34 75 57 151 06:30 36 74 43 51 79 125 06:45 48 74 68 48 116 122 07:00 40 286 63 230 71 326 46 183 111 612 109 413 07:15 74 65 84 57 158 122 07:30 71 42 82 37 153 79 07:45 10~ 60 89 43 190 ' 103 08:00 70 324 51 202 54 303 36 113 124 621 87 3,15 08:15 90 52 96 28 186 80 08:30 80 51 91 29 l7l 80 08:45 84 48 62 20 146 68 09:00 61 231 44 157 87 287 26 85 148 518 70 242 09:15 69 42 58 29 127 71 09:30 48 39 69 12 117 51 09:45 53 32 73 18 126 50 10:00 54 177 27 117 74 290 12 43 128 467 39 160 10:15 43 38 61 15 104 53 10:30 47 25 82 11 129 36 10:45 33 27 73 5 106 32 fl:oO 47 181 18 49 63 253 7 31 110 434 25 80 11:15 46 11 56 8 102 19 11:30 39 12 65 8 104 20 11:45 49 8 69 8 118 16 Totals 1,409 2.168 t794 2,113 3,203 4,881 Split% 44.0 56.7 56.0 43.3 Day Totals 4,177 3,907 8,084 Dav Splits 51.7 48.3 Peak Hour 07:45 05:00 08:15 05:15 07:45 05:00 Volume 341 413 336 338 671 739 Factor 0.84 0.82 0,88 0.92 0.88 0.85 Transportation Studies, Inc. 2680 Walnut Avenue. Suite C Tustin. CA. 92780 Location : AMBROSIA LANE Site: CARLSBAD Segment : 200' N/O A VIARA P ARKWA Y Date: 06/18/08 Client : URBAN SYSTEMS Interval NB SB Combined Day: Wednesday Begin AM PM AM PM AM PM 12:00 2 4 22 70 2 2 16 68 4 6 38 138 12:15 1 16 0 20 1 36 12:30 1 18 0 15 1 33 12:45 '0 14 0 17 0 31 01:00 0 14 53 0 8 51 0 2 22 104 01:15 0 15 0 7 0 22 01:30 1 10 1 10 2 20 01:45 0 14 0 26 0 40 02:00 0 8 45 0 0 18 47 0 26 92 02:15 0 IO 0 9 0 19 02:30 0 15 0 12 0 27 02:45 1 12 0 8 1 20 03:00 1 16 70 0 0 13 61 1 29 131 03:15 0 16 0 17 0 33 03:30 0 16 0 20 0 36 03:45 0 22 0 11 0 33 04:00 0 0 15 84 0 2 10 68 0 2 25 152 04:15 0 30 0 8 0 38 04:30 0 18 0 29 0 47 04:45 0 21 2 21 2 42 05:00 0 15 26 132 1 7 10 97 1 22 36 229 05:15 7 38 2 26 9 64 05:30 3 40 3 36 6 76 05:45 5 28 1 25 6 53 06:00 0 6 33 105 4 28 29 84 4 34 62 189 06:15 1 15 3 24 4 39 06:30 2 26 14 20 16 46 06:45 3 31 7 11 10 42 07:00 2 19 17 69 4 48 20 66 6 67 37 135 07:15 7 24 10 15 17 39 07:30 3 17 18 15 21 32 07:45 7 11 16 16 23 27 08:00 11 60 17 48 18 65 7 39 29 125 24 87 08:15 9 10 16 13 25 23 08:30 17 11 16 11 33 22 08:45 23 10 15 8 38 18 09:00 18 68 8 30 27 87 6 18 45 155 14 48 09:15 25 10 20 4 45 14 09:30 11 6 16 2 27 8 09:45 14 6 24 6 38 12 10:00 15 55 3 14 18 55 4 8 33 110 7 22 10:15 14 9 11 2 25 11 10:30 15 1 13 1 28 2 10:45 11 1 13 1 24 2 11:00 14 70 2 4 8 61 1 5 22 131 3 9 11:15 20 0 16 0 36 0 11:30 13 1 17 4 30 5 11:45 23 1 20 0 43 1 Totals 300 724 356 612 656 1.336 SpIit% 45.7 54.2 54.3 45.8 Day Totals 1.024 968 1.992 Day Splits 51.4 48.6 Peak Hour 08:30 05:15 09:00 05:15 08:30 05:15 Volume 83 139 87 116 161 255 Factor 0.83 0:87 0.81 0.81 0.89 0.84 2006 Traffic Volumes on California State Highw s RTE5, SD Co 2006 TRAFFIC VOLUMES RTE5,SDCo Mile. post Description Peak AJ)T Hour Pk. Mo. Annual R17.53 San Diego, Pacific Highway Viaduct .............................. . 12,500 166,000 157,000 R17.77 San Diego, Sassafras Street ...................................................... .. 12,100 160,000 152,000 R18.28 San Diego, Washington Street ........................ '" ........... . 16,100 213,000 202,000 R19.03 San Diego, Old Town Avenue ...................................... . 16,100 221,000 206,000 R20.06 San Diego, Jct Rte. 8/Camino Del Rio ............................ .. R20.82 San Diego, Mission Bay! 17,800 238,000 228,000 Sea World Drives ................................................... .. 19,000 235,000 227,000 R22.26 San Diego, Clairemont Drive ......... '" ............................. . 17,500 217,000 209,000 R22.87 San Diego, De Anza Road ........................................... .. 13,700 170,000 164,000 R23.48 San Diego, Balboa Avenue .......................................... .. 12,400 153,000 148,000 R23.93 San Diego, Mission Bay Drive ...................................... . 15,300 213,000 201,000 R25.95 San Diego, Jct. Rte. 52 East .......................................... . 13,600 190,000 179,000 R26.79 San Diego, Gilman Drive ............................................ .. 12,400 173,000 163,000 R28.16 San Diego, Nobel Drive ............................................ .. 10,800 151,000 142,000 R28.43 San Diego, La Jolla Drive ........................................... . 10,800 151,000 142,000 R29.46 San Diego, Genesee Avenue ...................................................... . R30.43 San Diego, Sorrento 10,800 151,000 142,000 Valley Road .......................................................... . 9,100 136,000 117,000 R30.68 San Diego, North Jct. Rte. 805 .................................................. . 14,600 224,000 213,000 R32.90 Sall Diego, Carmel Valley Road ............................................... .. R34.13 San Diego, Del Mar 15,700 238,000 228,000 Heights Road .......................................................................... .. 16,200 245,000 235,000 R36.27 San Diego, Via De La. Valle ........................................ . 14 Mile post Description Peak ADT Hour Pk. Mo. Annual R36.27 San Diego, Via DeLa Valle .......................................... .. R37.38 Solana Beach, Lomas 15,700 237,000 227,000 Santa Fe Drive ............................. , ........................... .. 16,200 245,000 235,000 R38.62 Encinitas, Manchester Avellue ..................................................... .. 14,900 226,000 216,000 R39.83 Encinitas, Birmingham Drive .......................................... .. 15,200230,000 220,000 R40.60 Encinitas, Santa Fe Drive .............................................................. .. 14,900 228,000 224,000 R41.51 Encinitas, Encinitas Boulevard .......................... : ............. .. 14,700 225,000 221,000 R42.71 Encinitas, Leucadia Boulevard ........................................ .. 14,400 221,000 217,000 R44.07 Carlsbad, La Costa Avenue .............................................. . -------.,.,;. '. . 14,100 C§6~~ 212,000 R45.57 Carlsbad, Poinsettia Lane .............................................. . . 13,600. 8205,000 Carlsbad, Palomar Aitport Road ....................................... . R47.03 13,700 210,000 206,000 R47.98 Carlsbad, CanttonRoad ................................................... . 14,400 218,000 211,000 R49.28 Carlsbad, Tamarack Avenue ............................................. . R50.11 Carlsbad, Elm Interchange 14,100 .214,000 207,000 Village Drive ............................................................................... .. 14,000 213,000 206,000 R50.68 Carlsbad, Las Flores Drive ........................... : .................. . R51.20 Oceanside, Jet. Rte. 78 14,400 218,000 211,000 East, Vista v,'ay ......................................................... . 14,300 214,000 207,000 R51.47 Oceanside, Cassidy Street ............................................... .. 14,200 212,000 205,000 R51.85 Oceanside, California Street ............................................. . 14,000 208,000 202,000 R52.30 Oceanside, Oceanside Boulevard .................................................... . R53.43 Oceanside, 13,800 203,000 192,000 IvIission Avenue ......................................................... . R53.93 Oceanside, 11,700 172,000 163,000 Jct.·Rte.76 .............................................................. .. 11,500 169,000 160,000 R54.39 Camp Pendleton; Harbor Drive ........................................... . LoclItion Number 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. ~ ~ 13. 14. @ 16. 17. 18. 19. 20'- 21. 22. 23. 24. 25. 26. 27. 28. 29 30. 31. Table A~2 INTERSECTION LEVEL OF SERVICE 2007 TRAFFIC MONITORING PROGRAM AM Count reu Intersection/Location Ratio El Camino Real & Plaza Drive 0.35 El Camino Real & Marron Road 0.37 El Camino Real & Hosp Way 0.37 El.Camino Real & Carlsbad Village Drive 0.49 El Camino Real & Tamarack A venue 0.67 El Camino Real & Cannon Road 0.66 El Camino Real & College Boulevard 0.57 El Camino Real & Faraday Avenue 0.70 EI Cammo Real & Palomar Airport Road 0.68 El Camino Real & Town Garden Road 0.38 HI Camino Real & Camin{) Vida Roble 0.38 El Camino Real & Cassia Road 0.58 El Camino Real & Poinsettia Lane 0.40 El Camino Real & Dove Lane 0.38 E1 Camino Real & Alga Road / A viara Parkway @5 El Camino Real & Arenal Road 0.63 El Camino Real & La Costa A venUe 0.70 B! Camino Real & Levante Street 0.44 EI Camino Read & Calle Barcelona 0.52 Palomar Ai!Port Road & A venida Encinas 0.53 Palomar Airport Road & Paseo del Norte 0.60 Palomar Airport Road & Armada Drive! Costeo Entrance 0.53 Palomar Airport Road & Hidden Valley Road/The Crossings Drive 0.54 Palomar AIrport Road & College'Boulevard/Aviara Parkway 0.62 Palomar Airport Road & Camino Vida' Roble 0.53 Palomar Airport Road & Yarrow Drive 0.47 Palomar Airport Road & EI Fuerte Street 0.73 .Palomar Airport Road & Melrose Drive 0.82 Palomar Airport Road & Paseo Valindo/Eugle Drive 0.49 Carlsbad Boulevard & Carlsbad Village Drive 0.30 Carlsbad Boulevard & Tamarack A venue 0.44 PM LOS leU LOS Ratio A '0.65 B A 0.55 A A 0.45 A A 0.63 B B 0.58 A B 0.85 D A 0.57 A B 0.75 C B 0.77 C A 0.46 A A 0.59 A '\ -:..; A 0.62 '~ B; -----" J;.") A 0.56 A 0.59 A C 0.72 CD B 0.73 C B 0.74 C A 050 A A 0.58 A A 0.70 B· A 0.72 C A 0.66 B A 0.57 A B 0,70 B A 0.53 A A 0.51 A C 0.71 C D 0.71 C A 0.52 A A 0.59 A A 0.56 A .. Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 2007 TRAFFIC MONITORING PROGRAM AM PM Location Count leU LOS Jeu LOS Number Intersection/Loclltion Ratio Rutin 32. Carlsbad Boulevard & Cannon Road 0.49 A 0.77 C 33. Carlsbad Boulevard & Poinsettia Lane 0.53 A 0.52 A 34. Carlsbad Boulevard & Ayenida Encinas 0.44 A 0.50 A 35. Rancho Santa Fe Road & San Elijo Road 0.51 A 0.62 B· 36. Rancho Santa Fe Road & La Costa Avenue 0.63 B 0.62 B 37. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.73 C '0.81 D 38. Carlsbad Village Drive & State Street 0.24 A 0.37 A 39. Carlsbad Village Drive & Harding Street 0.34 A 0.54 A @ ___ '1' . Poinsettia Lane and A viara Parkway 8 44.' A 0.54 ._A;J ® Poinsettia Lane & Paseo del Norte . O.64::i)· 0.57 A 42. Poinsettia Lane & A venida Encinas 0.42 A 0.61 B 43. Alga Road & Melrose Drive 0.53 A 0.67 .B 44. Alga Road & EI Fuel'te Street 0.25 A 0.34 A 45. Jefferson Street & Marron Road 0.33 A 0.58 A 46. Monroe Street & Marron Road 0.24 A 0.37 A 47. Cannon Road & Paseo Del Norte 0.59 A 0.50 A 48. College Boulevard & Tamarack Avenue (8) 0.50 A 0.56 A 49. College Boulevard & Carlsbad Village Drive 0.52 A 0.57 A 50. College Boulevard & Faraday Avenue OA4 A 0,48 A 51. 1-5lCarlsbad Village Drive Southbound Ramps 0.49 A 0.74 C 52. 1-5iCarisbad Village Drive Northbound Ramps 0.49 A o.n C 53. I-5/Tamarack A venue Southbound Ramps 0.53 A 0.45 A 54. 1-5/Tamarack A venue NOIihbound Ramps 0.45 A 0.57 A 55. !.-5ICaonon Road Southbound Ramps ____________ 0,50 A 045 A 56. 1~5lCannon Road Northbound Ramps 0.52 A 0.57 A 57. I~5/Palomar Airport Road Southbound Ramps 0.49 A 0.50 A 58. 1-5/Palomar Airport Road Northbound Ramps 0.70 B 0.75 C ~. 1-5/Poinsettia Lane Southbound Ramps CfA9"~-0.53 A') 1-5!Poinsettia Lane Northbound Ramps C 0.61 B. 0.49 Aj 61. I-5/La Costa Avenue Southbound Ramps 0.56 A 0.54 A 6'7 I-5iLa Costa A venue Northbound Ramps .0.65 B 0.65 B , ruCK ENGINEERING TURNING lVIOVEMENT ANALYSIS I Page Ion City: Carlsbad File: 2007 Int #59 Intersection of: N/S Street: '1-5 Southbound Ramps EfW Strc,,\t: Poinsettia Lane Data Collect~d ~y: Rob~rt, Dolores Count Date: 07118/07 End 0[15 min. prd. 6:15AM 6:30 Alv[ 6:45 AM 7:00 Al\l1 7:15Ml 7:30 Mf 7:45 AM * 8:00AM * 8:15 AM '" 8:30 MIl '" 8:45 AM 9:00AM Max. i5 min. Pk. Hr. VoL 7:30AM Peak 8:30 Al'vl Hour 3:45 PM 4:00PM 4:15PM 4:30PM 4:45PM 5:00PM * 5:15 PM * 5:30PM * 5:45 PM * 6:00PM 6:15 PM 6:30PM l\.'la'(. 15 min. Pk, Hr. Vol. 4:45 PM Peak 5:45 Ph·! Hour Day: Wednesday Traffic Control: Signalized Weather: Sunny South Approach (NB) North Approach (SB) West Approach (EB) Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 0 0 0 0 0 19 ' 0 1 14 0 0 o . 25 15 3 0 0 0 0 0 17 0 0 16 0 '0 0 ·28 31 2 0 0 0 0 0 21 0 7 56 0 0 0 32 33 . 4 o ' 0 0 0 0 26 0 2 48 0 0 0 41 14 1 0 0 0 0 0 35 0 2 29 0 . 0 0 ·53 14 1 0 0 0 0 0 55 0 2 41 0 0 0. 78 30 0 0 0 0 0 0 56 0 3-100 ' 0 O· 0 96 23 1 0 0 0 0 0 80 0 2 80 0 0 0 94 20 2 0 0 0 0 0 63 o ~ '2 77 0 0 0 8& 27 0 0 0 0 0 0 80 0 2 97 0 0 0 88 22, 1 0 0 0 0 0 36 0 1 62 0 0 0 98 35 1 0 0 0 0 0 44 0 1 ' 53 0 0 0 95 21 4 ; 0 0 '0 0 0 80 0 7 100 0 0 0 98 35 4 '0 0 0 .. ~ ... ~O_ ,-27J~ 0 9 354 0 0 0 366 92, 4 --Intersection Traffic in Pk. Hr. 2925 Peak Hr. Factor 0.97 Intersection Pdstms in Pk. Hr. 15 0 0 0 0 0 62 0 ' 0 43 0 0 0 137 24 2 0 0 0 0 0 86 0 1. 50 0 0 1 136 30 1 ,0 0 0 0 0 53 0 0 41 0 0 0 154 '38 2 0 0 0 0 0 60 0 0 31 0 0 0 157 Z4 0 0 0 0 0 0 74 0 0 31 0 0 0 .163 34 2 0 0 0 0 0 92 0 0 28 0 0 0 165 27 1 0 0 0 0 0 77 0 0 38 O· 0 0' 144 ,42 3 0 0 0 0 0 83 ' o· 0 53 0 0 {J ,187 35 3 0 0 0 0 0 83 0 1 45 0 0 .0 187 ,43 5 0 0 0 0 0 71 0 0 31 . 0 0 0 175, 31 4 o ' 0 0 0 o ' 80 0 0 51 0 0 0 123 39 2 0 0 0 0 0 67 0 0 42 0 0 0 149 26 8 0 0 0 0 0 92 0 1 53 0 0 1 187 43 8, 0 0 0 0 0 335 0 1 164 0' 0 0 683 147 12 Intersection Traffic in Pk. Hr. 2568 Peak Hr. Factor ~ -~ 0.91 Intersection Pdstrns in PI<. Hr. i2 East A~~roaeh {}:VB} Left U-Trn Thru Right Peds 76 0 72 0 1 92 0 59 0 0 57 0 111 0 0 94 0 136 0 1 84 0 130 0 0 108 0 150 0 0 96 0 146 0 3 98 0 147 0 2 84 4 116 0 4 79 0 155 0 2 44 0 140 0 2 45 0 138 0 3 108 4 155 0 4 357 4 564 0 11 84 0 130 0 0 100 0 152 0 0 95 0 122 0 0 104 0 133 0 1 140 0 130 0 " .J 140 0 168 0 1 144 0 151 0 1 171 0 177 0 3 {46 0 141 0 5 127 0 146 0 3 122 0 135 0 2 84 '0 141 0 1 '171 0 177 0 5 601 0 637' 0 ,10 15 min Total Vehicles Peds 222 4 243 2 317 4 361 2 347 1 464 0 520 4 521 4 461 4, 523 3 416 3 397 7 523 7 2025 15 480 2 556 1 503 2 509 1 577 5 620 2 596 4 706 6 646 10 581 ' 7 550 4- 509 9 706 10, 2568 22 ~~ r'~J I~5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period: South Armr {NB) North Appr (SB) West AQEr (BB) East A EEr (WB) 7:30 AM to 8:30 AM' Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 ] 1 1 Config -(left) 2 1 1 1 1 urations 3 1 1 1 4 1 5 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0' 4000 1800 3600 4000 0 Are the North/Souti) phases split (YIN)? N Are the East/West phases split (YIN)? ,N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 279 9 354 0 366 92, 361 564 0 Adjusted Hourly Volume 0 0 0 288 0 354 0 366 92 361 564 0 Utilization Factor 0.00 0,00 0.00 0.08 0.00 0.20 0.00 0.09 0.0'5 0.10 0.14 0.00 Critical Factors 0.00 '0.20 ' 0.09 0.10 ICURatio = 0.49 ~OS= ,A i Turning'Movements at Intersection of: 1-5 Southbound Ramps and Poinsettia Lane Time: 7:30 AM to 8;30 AM North Approaqh 1w5 Southbound'Ramps Date: 07/18/07 Day: Wednesday 642 Total --Name: Robert, Dolores 64~ 0 Subtotals 0 'Sub -354 9 279 Sub -, T~ totals J t L. totals Totals W -e 918 ~ L s 1376 0 0 0 t 458 366 -+ t +-564 925 92 -. 'r 361 4 1574 A North P 649 P ~ t r r 0 0 0 Poinsettia Lane 0 Subtotals 458 0 Total 458 South Approach Note: Left·tutn volumes include U·turns. U·turns in bold. E a s t A P p r I~5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South Am~r (NB) North Appr (SB) West.AEEr {EB} 4:45 PM to 5:45 PM Left Thru Right Left ThTu Right Left Thru Right Lane Inside 1 1 1 Config H (left) 2 "I 1 1 urations 3 1 1 4 5 6 Outside 7 Free-flow Lane Settings ,0 0 0 2 0 1 0 2 1 Capacity 0 0 0 3600 0 1800 0 4000 1800 Are the North/~outh phases split (YIN)? N Are the EastlWest phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 335 1 164 0 683 . 147 Adjusted Hourly V?lume 0 0 O. 336 0 164 a 683 147 Utilization Factor 0.00 0.00 0.00 0.09 0.00 0.09 0.00 0.17 0.08 Critical Faotors 0.00 0.00 0.09 0.17 leU Ratio = 0.53 LOS= ,A Page 3 of3 East AEEr (WB) Left Thru Right 1 1 1 1 2 2 0 3600 4000 0 601 637 0 601 637 0 0.17 0.16 0.00 0.17 \ Turning Movements at.Interseotibn of: 1~5 Southbound,Ramps and, Poinsettia Lane .. . W e s A P P r Time: 4:45 PM to 5:45 PM Date: ' 07118/07 Day: Wednesday , Name: Robert, Dolores Sub - To~~ ,801 1631 830 o Subtotals Total 0 683 147 North Approach 500 164 1 J 'f .---t -+ t t North l' t 0 0 0 749 0 749 South Approach 500 0 335 4- i 0 1·5 Southbound Ramps 0 L 0 ~ 637 t 601 o Total Subtotals Sub - totals 1238 1018 Poinsettia Lane Totals 2256 Note: Left-turn volumes include U-tl!rns. U-turns in bold. E a s t A P P RICK ENGINEERING TURNING MOVEMENT ANALYSIS I City: Carlsbad Intcrsection of: N/S Street: 1-5 Northbound Ramps E/W Street: Poinsettia Lane Count Date: 07118/07 Day: Wednesday· Weather: Sunny File: 2007 lnt #60 Data Collected by : J~on: Lotous Traffic Control: Signalized South Approach (NB). North Approach (SB) 'VestAlp~roach(EBJ End ofl5 min. prd. 6:15 M·f 6:30 Al\{ 6:45.NvI 7:00AM 7:15AM 7:30 AIvf 7:45 AM * 8:00 A1vl * 8: 15 Al\r1 * 8:30 Al\rl * 8:45,\!V[ 9:00 ,'\]vi Max. l5min. Pk. He VoL 7:30AM Peak 8:30AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45 PM 5:00 Ptl'[ * 5:15 PIvI * 5:30PM * 5:45 PM * 6:00PM 6:15 PM 6:30PM Ma".15min. Pk. Hr. Vol. 4;45 PJ\·1 Peak 5:45 PM' Hour Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Tbm Right Peds 10 0 0 28 0 0 0 0 0 0 11 0 27 0 0 17 0 0 44 0 0 0 0 0 0 21 0 .26 O. 1 18 0 1 65 0 0 0 0 0 0 23 0 26 0 2 38 0 0 89 0 0 0 0 0 0 26 0 54 0 2 29 0 0 89 0 0 0 0 0 0 32 1 50 0 2 34 0 1 117 0 0 0 0 0 0 22 1 90 0 1 49 0 0 160 0 0 0 o· 0 0 40 0 98 0 2 49 0 0 195 0 0 0 0 0 0 39 1 132. 0 1 38 0 1 168 0 O. o. 0 0 0 28 0 150 0 1 28 0 0 184 0 0 0 0 0 0 33 0 129 0 1 36 0 0 154 0 0 0 9 0 0 40 0 109 0 0 63 0 0 158 O· 0 0 0 0 0 30 1 139 0 3 63 0 1 195 0 0 0 0 0 0 40 1 150 0 3 164 0 1 707 ·0 0 0 0 . 0 0 140 1 509 ·0 5 Intersection Traffic in Pk. Hr. 2657 Peak Hr. Factor ·0.92 Jntersection Pdstms in Pic. Hr. 16 43 0 0 89 0 0 () 0 0 0 36 0 153 0 . 1 67 0 0 123 0 0 0 0 o . 0 41 0 186 0 4 39 0 o . 140 0 0 0 0 o . 0 40 0 172 0 1 51 0 0 113 0 (} (} (} (} (} 41 (} 181 (} 0 42 0 0 133 0 0 0 0 o . 0 28 1 208 0 1 55 0 1 147' 0 () 0 0 0 0 27 0 2~1 . 0 4 48 0 0 117 0 0 0 0 0 0 41 0 176 0 3 38 0 (} 154 0 0 0 o . 0 0 26 (} 247 0 1 53 0 1 136 0 0 0 0 (} 0 42 0 230 0 2 44-0 0 157 O· 0 0 0 0 0 32 0 209 0 5 49 0 1 118 0 0 0 0 0 0 36 0 165 O. 2 55 0 2 . 109 0 0 o . 0 0 0 38 0 180 0 5 67 0 2 157 0 0 0 0 0 0 42 1 247 0 5 194 0 2 554 0 0 0 0 0 0 1'36 0 884 0 10 Intersection Traffic in Pk. Hr. 3036 Peak Hr: Factor ---0.90 Intersection Pdstrns in Pk. Hr. 32 Page 1 of3 . East Am:!roach Q:VB) 15 min Total Left U-Trn Thru Right Peds !Vehicles Peds 0 0 139 41 0 256 0 0 0 135 39 0 282 1 ·0 0 152 51 0 336 2 0 0 180 67 0 454 2 0 0 185 56 0 442 2 0 0 190 92 2 547 3 0 0 182 113 1 642 3 0 0 180 128 3 724 4 0 0 167 93 4 645 5 0 0 188 84-3 646 4 0 0 189 98 4 626 4 0 0 201 91 . 1 683 4 0 0 201 128 4 724 5 0 0 717 418 11 2657 16 O· 0 176 66 1 563 2 0 0 177 67 (} 661 4 0 0 176 57 3 624 4 0 0 191 69 3 646 3 0 0 227 76 3 715 4 0 0 237 64 1 762 .5 0 0 ·201 95 14 678 17 0 (} 296 79 3 840 4 0 0 244 50 4 756 6 0 (} 199 61 5 702 10 0 0. 216 63 0 648 2 0 1 168 56 2 609 7 0 1 296 95 14 840 17 0 0 978 288 22 3036 32 ~~ I~5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South Am~r (NB) North Appr (SB) West A~~r (EB2 7:30AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config ~ (left) 2 1 1 urations 3 1 1. 4 5 6 Outside 7 Free-flow Lane Settings 0 r 2 0 0 0 1 2 0 Capacity 0 2000 3600 0 0 0 1800 4000 0 Are the NorthlSouth phases split (YIN)? N Are the East/West phases split (YIN)? ·N Efficiency Lost Factor 0.10. Hourly Volume J64 707 0 0 0 141 509 0 Adjusted Hourly Volume 165 707 0 0 0 141 509 o· Utilization Factor 0.00 0.08 0.20 0.00 0.00 0.00 0.08 . 0.13 0.00 Critical Factors 0.20 0.00 0.08 leu Ratio ;. 0.61 LOS = B Page 2 of3 East AE~r (WB) Left Thru Right 1 1 1 1· 0 3 1 0 6000 1800 0 717 418 0 717 418 0.00 0.12 0.23 . 0.23 ! Turning Movements at Intersection of: 1·5 Northbound Ramps and Poinsettia Laile W -e S t A P 'p r Time: 7:30 AM to 8:30 AM Date: 07/18/07 Day: Wednesday Name: Jason, Lot'?us Sub - To~ totals 882 1532 650 1 Subtotals Total 141 509 0 North Approach 0 0 0 J t ~ ~ t t North i t 164 0 0 872 872 South Approach 559 0 0 ~ r 707 I~5 Northbound Rumps 559 L 418 +-717 r 0 o Total SUbtotals· Sub'· totals 1135 1216 Poinsettia Lane Totals 2351 Note: Left-turn volumes include U-turns. U-turns in bold. E a s t A p P r 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization. Page 3 of3 Pk. Hr. Time Period': South AE~r (NB) 4:45 PM to. 5:45 PM ~ Thru Right Lane Inside 1 1 1 Config -(left) 2 urations 3 4 5 6 o'lltside 7 Free-flow Lane Settings 0 1 Capacity 0 2000 Are the North/South phases split (Y /N)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 194 2 Adjusted Hourly Volum~ 0 196 Utilization Factor 0.00 0.1.0 Critical Factors leu Ratio == 0.49 ! Turning Movements at Intersection of: W -e . s t A P p r Time: 4:45 PM to 5:45 PM Date: 07/18/07 Day: Wednesday Name: Jason) Lotous Sub - Totals totals 1172 2192 0 1020 1 1 2 3600 N . N. 554 554 0.15 0.15 LOS= 136 884 0 Subtotals Total North Appr (SB) WestAEl2r (EB) East AI2Er (WB) ~ Thru Right Left Thru RiI!ht ----~ Left Thru Right 1 1 1 1 ] 1 ] 0 0 0 1 2 0 0 3 1 0 0 0 1800 4000 0 0 6000 ·1800 0 0 0 136 884 0 0 978 288 O. 0 '0 136 884 0 0 978 288 0.00 0.00 0 .. 00 0.08 0.22 0.00 0.00 0.16 0.16 0.00 0.08 0.16 A 1-5 Northbound Ramps and Poinsettia Lane North Approach 0 0 0 J t -.t -+ . t· ~ North i t 194 2 0 0 750 750 South Approach 426 0 0 ~ r 554 1-5 Northbound Ramps 426 L 288 -+-978 r 0 o Total Subtotals Sub - totals 1266 1438 Poinsettia Lane Totals 2704 Note: LefHum volumes include U-turns. U-turns in bold. E a s t A P p r RICK ENGINEERING TURNING MOVEMENT ANALYSIS Page 1 of3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte Erw Street: Poinsettia La,ne Count Dale: 07flS/07 End of 15 Day: Wednesday Weather: Sunny South Approach (NB) File: 2007 1nt#41 DataCollecteQ. by.: David, Trinidad Traffic Control:' Signalized North Approach (SB) )YestApproachCEB) . East AI!Eroach (!YB) 15 min Total min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Rig!tt Peds Left U-Trn Thru Right Peds !vehicles Peds 6:15 Nv1 6:30AM 6:45 AM 7:00AM 7:15 }\.M 7:30 A.lVI 7:45,'\N[ * 8:00 AI"! * 8:15AM * 8:30 A.lVI * 8:45 AM 9:00 Alvf Max. 15 min. Pk. Hr. VoL 7:30 A1v[ Peak 8:30 NvI Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45 PM 5:00 PM * 5:15 PM * 5:30PM * 5:45 PI\-! * 6:00 PI\'l 6:15 PM 6:30PM Max. 15 min. Pk. Hr. Vol. 4:45 PI'vl Peak 5:45 PM Hour 1 2 5 ]2 10 8 9 7 13 13 10 7 13 42 2 1 12 8 6 7 4 '5 2 6 5 2 12 18 0 0 0 0 2 1 0 0 0 0 3 0 0 0 2 0 2 0 0 1 2 0 10 0 0 1 1 0 8 o· 0 1 1 0 8 0 0 2 2 1 13 0 0 4-1 0 14 0 0 1 4 0 12 0 .. O· 2 2 1 14 0 0 3 3 0 14 0 0 2 2 0 11 0 0 4 4 1 14 ' 1 0 9' 9 . 2 53 0 Intersection Traffic.in Pk. Hr. 2625 Intersection Pdstrns in Pk. Hr. 6 . 0 2 1 0 23 0 0 1 1 0 22 0 0 1 1 0 26 0 0 4 3 1 20 0 0 0 4 1 . 29 0 0 2 1 6 26 0 0 2 1 2 24 o· 0 1 4 0 34 0 '0 0 1 3 35 0 0 1 0 1 33 0 0 2 1 1 22 2 O· 0 0 2 17 0 0 4 4 6 35 2 0 5 7 11 119 0 Intersection Traffic in PI<. Hr. 20983 Intersection Pdstrns in Pk. Hr, 23 0 '46 0 4 1 56 -0 13 0 55 0 10 0 73 0 24 0 71 1 10 1 65 0 35 0 79 0 29 5 99 0 40 1 79 0 44 0 71 0 54 0 75 0 48 0 71 0 61 5 99 I 61 6 328· 0 167 Peak Hr. Factor 6 69 0 53 6 56 0 59 2 57 0 72 4 73 0 91 3 73 0 72 4 62 0 109 6 75 0 81 5 87 0 127 1 64 0 141 3 42 0 118 1 72 0 81 0 46 0 68 6 87 '0 141 16 288 O· 458 Peak Hr. Factor O· 53 0 0 0 0 140 3 1 250 1 0 57 1 1 2 0 117 4 0 256 1 0 88 0 2 . 1 0 136 8 0 307 2 0 114 2 3 0 0 182 1& 0 438 3 0 128 . 5 2 0 0 177 4 0 415 3 1 171 5 1 0 (I 213 13 I 522 2 0 244 () 1 0 0 232 17 0 633 2 0 283 5 1 3 0 231 18 0 710 1 0 278 4 0 1 0 181 14-1 632 1 0 266 4 1 1 0 207 16 o . 650 2 0 222 3 0 0 0 207 11 2 596 2 '0 240 8 0 1 0 21.4 25 0 642 0 1 283 8 3 .3 0 ;232 25 2 710 3 0 1071 19 3 ·5 0 851 65 1 2625 6 -~ --- 0.·92 0 184. 8 2 1 0 177 17 0 543 2 0 . 217 13 5 2 0 194 15 0 587 5 0 197 7 0 3 159 18 1 556 1 0 216 13 4 4 0 185 24 :3 645 8 0 259 13 1 1 0 232 14 0 706 2 0 260 17 4 1 0 219 8 3 716 13 0 212 7 2 ... 0 228 23 1 665 5 L. 0 281 '16 0 2 0 266 22 . 0 850 0 0 271 6 2 2 0 210 19 0 752 5 1 273 6 2 1 0 188 15 1 687 4 1 236 6 1 5 0 206 20 2 660 4- 0 219 9 .1 2 0 173 24 0 560 3 . 1 281 17 5 5 1 266 24 3 850 13 0 1024 46 8 7 0 923 72 4 2983 23 ---~-----_ ... _---------- 0.88 ~w rV Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk .. Hr, Time Period; South AEEf (NB} North Appr (SB) WestAEl~r (EB) 7:30AM to 8:30AM ~ Thrll Right Left Thru. Right Left Thru Right Lane Inside 1 1 1 r Config ~ (left) 2 1 1 1 1 1 uratiol1s 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 1 1 0 1 1 0 2 2 1. Capacity 1800 2000 0 ] 800 2000 a 3600 4000 1800 Are the North/South phases split (YIN)? .N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 42 9 9 53 6 328 167 1071 19 Adjusted Hourly Volume 42 18 0 53 334 0 167 1071 19 Utilization Factor 0,02 0.01 0,00 0.03 0.17 0.00 0.05 0.27 0,01 Critical Factors 0.02 0.17 0.05 .rCURatio = 0.57 L08= A Page 201'3 East A2Er ~WB} Left Thnl Right 1 1 1 1 1 2 0 1800 4000 0 5 851 65 5 916 0 0.00 0.23 0.00 0.23 ) Turning Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W -e s t A P p r Time: 7:30 AM to 8:30 AM Date: 07/18/07· Day: Wednesday ·Name : David, Trinidad Sub - Totals totals 1221 . 2478 1257 0 Subtotals Total North Approach 167 1071 ~ 19 30 42 o 90 South Approach 387 6 t North t 9 60 628 0 53 . ~ r 9 Paseo Del Nolie· 241 L 65 ...-851 r 5 0 Total Subtotals Sub - totals 921 1133 Poinsettia Lane Totals 2054 Note: Left-tum volumes include U-turns. U-turns in bold. E a s t A P P r Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South AQQr (NB) North Appr (SB) West A):!12r (EBl 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru. Right Lane Inside 1 1 1 1 Config-(left) 2 ] 1 1 1 1 urations 3 L 4 1 5 1 6 Outside 7 Free-flow Lane Settings . 1 1 0 1 1 0 2 2 1 Capacity 1800. 2000 0 1800 2000 a 3600 4000 1800 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.]0 Hourly Volume 18 5 7 119 16 288 458 1024 46 Adjusted Hourly Volume 18 12 0 119 304 0 458 1024 46 Utilization Factor 0.01 0.01 0.00 0.07 0.15 0.00 0.13 0.26 0,03 Critical Factors 0.01 0.15. 0.13 lCU Ratio:= 0.64 L08= B Page 3 of3 East A12121' (WB) Left Thru Right 1 ] 1 ] 1 2' 0 1800 4000 0 7 923 72 7 995 0 0.00 0.25 0.00 0.25 } Turning Movements at Intersection of: . Paseo Del Norte and Poinsettia Lan"e W -e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/18/07 Day: Wednesday Name: David, Trinidad Sub- To~ totals 1229 2757 0 1528 Subtotals Total North Approach , 288 J -.1 69 18 o 99 South Approach 423 16 t t North t 5 30 958 0 119 ~ r 7 Paseo Del Norte 535 L 72 ~ 923 r 7 o Total Subtotals Sub - totals ]002 1150 Poinsettia Lane Totals 2152 Note: Lefi·turn volumes include U-turns. U .. tUl'l1S in bold. E a s t A p P r RICK ENGINEERING TURNING MOVEMENT ANALYSIS . , City: Carlsbad Intersection of: N/S Street: AviaraParb'l'ay EfW Street: Poinsetti?-Lane Count Dale : 07/17/07 Day: Tuesday Weather: Sunny' File; 2007 Int #40 Data Collt<cted by : Lance, Robert Traffic Control: Signalized South Approach (NB) North Approach (SB) 'VestApproach~B) End ofl5 min. prd. 6:15 Alvl 6:30AM 6:45AM 7:00 Nv[ 7:15 Alvl 7:30AM 7:45 AM 8:00AM * 8:15 AlvI * 8:30AM * 8:45 AlYf * 9:00 AlYI Max.]5 min. Pk. Hr. Vol. 7:45 AlYI Peak 8:45 Alv1 Hour 3:45 PM 4:00 PM 4: 15 PII/{ 4:30PM 4:45 PM 5:00PM * 5:15 PM * 5:30PM * 5:45 PJ\'1 * 6:00 PI,,! 6:15 PI-III 6:30 PM 1\·1ax. 15 min. Pk. Hr. Vol. 4:45 PM Peak 5:45 P1\·1 Hour Left U-Trn Thru Right Peds Left U-Tm ThIll Right Peds Left U-Tm Thru' Right Peds 34 0 8 0 1 l. 0 8 9 0 . 14 0 13 9 0 23 0 10 0 1 3 0 9 14 0 23 0 28 19 0 52 0 17 1 1 5 0 11 8 4 30 2 41 23 0 53 0 21 2 1 12 0 16 16 2 66 0 43 32 1 63 0 35 4 2 5 0 11 24 2 44 0 30 30 2 56 0 44 1 0 15 0 . 23 22 1 64 0 40 42 0 77 0 45 3 1 5 0 23 12 2 89 0 43 46 0 73 0 69 3 0 5 0 31 '9 2 142 2 50 59 1 47 0 44 1 1 6 O. 32 17 0 126 0 72 54 0 77 0 51 3 0 16 0 38 15 1 154 0 72 57 0 60 0 51 1 0 ' 6 0 39 19 o . 80 1 56 77 .0 60 0 43 1 0 13 0 30 12 ' 3 87 0 76 ,83 0 77 b 6? 4 '2 16 0 39 ' 24 4 154 2 76 83 2 257 0 215 8 1 33 0 140 60 ' 3 502 3 250 247 1 Intersection Traffic inPk. Hr. 2044 Peak Hr. Factor 0.92 Intersection Pdstrns in Pk. Hr.' 5 74 0 32 4 0 6 0 65 37 0 25 0 54 90 0 60 0 48 4 0 12 0 62 42 0 26 0 56 84 0 89 0 65 2 1 19 0 79 57 0 22 3 60 72. 0 89 0 56 3 0 12 0 89 47 0 28 0 74 90 0 92 0 32 0 0 ·18 0 88 74 0 28 4 47 75 0 75 0 40 3 2 14 0 89 64 0 29 O· 81 101 ' 0 87 0 53 1 0 28 0 116 131 0 35 0 58 82 1 65 0 44 4 1 27 1 123 123 0 30 0 71 104 0 68 0 46 1 0 37 0 99 88 2 . 32 1 63 86 0 59 0 41 3 1 9 Q 70 83 1 38 1 68 105 0 63 0 50 1 0 13 0 75 73 '0 .23 1 66 77 0 70 0 27 1 0 13 0 50 41 0 20 0 66 81 0 92 0 65 4 ' 2 37 1 123 131 2 38 4 81 105 1 295· 0 183 9 3 106 1 427 406 2 126 1 273 373 ' 1 -~ -------Intersection Traffic in Pk Hr., 2504 Peak Hr. Factor 0.91 ' Intersection Ppstms in Pk Hr. 9 Page) on EastA~Eroach (!VB1 15 min Total Left U-Trn Thru Right Peds Vehicies Peds 0 '0 33 . 3 0 132 I 1 I 28 4 0 163 1 .2 0 49 8 0 249 5 1 1 57 7 0 327 4 1 0 53 13 0 313 6 0 0 59 13 0 379 1 ·2 ,0 58 14 1 417 4 3 1 67 22 0 536 3 1 0 59 13 0 472 1 1 0 52 22 0 558 1 2' 0 68 18 0 478 0 2 0 68 22 0 497 3 3 I 68 22 1 558 6 7 I ' 246 75 0 2044 5 --------- 2 0 45 6 0 440 0 2 0 34 11 0 441 0 3 0 50 8 1 529 2, 1 1 52 13 0 555 0 2 0 44 11 0 515 0 2 0 44 13 2 555 4 3 0 53 15 0 662 1 1 0 79 17 0 '689 1 6 0 62 9 1 598 3 3 0 56 ' 11 0' 547 2 0 0 41 14 0 497 0 2 0 56 17 0 444 0 6 I 79 17 2 689 4 12 0 238 54 3 2504 9 ~ Aviara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pic. Hr. Time Period: South Aeer (NB) 7:45 AM to 8:45 AM ~ Thru Right Lane Inside 1 I Config· (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 2 2 Capacity 3600 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.1 0 . Hourly Volume 257 215 Adjuste~ Hourly Volume 257 223 Utilization Factor 0.07 0.06 Critical Factors. 0.07 1 0 0 N .N ·8 o . 0.00 North Appr (SB) Left Thru Right 1 1 1 1 1 2 0 1800 4000 0 33 140 60 33 200 0 0.02 ·0.05 0.00 0.05 lCU Ratio"" 0.44 LOS= . A West AEpr CEB} Left Thru Right 1 1 . 1 1 1 2 1 2 3600 2000 3600 505 250 247 505 250 247 0.14 0.13 0.07 0.14 Page 2·of3 East Am~r {WB) Left ~hru Right 1 I 1 1 1 2· 0 1800 4000 0 8 246 75 8 321 0 0.00 0.08 0.00 0.08 i Turning Movements at II).tersection of: Aviara Parkway and Poinsettia Lane Time: 7:45 AM to 8:45 AM North Approach Date: 07117/07 Day: Tuesday Name: Lance, Robert 233 Sub-60 140 To~ totals J t w -e 566 505 '.-1 s 1568 3 t .1002 250 ~ t 247 • A North p t p ~ r 257 . 215 0 Subtotals 394 480 Total 874 South Approach 1025 0 33 ~ r 8 A viara Parkway. 792 L 75 .. 246 f 8 Total Subtotals Sub - totals 'Totals 329 1 621 292 Poinsettia Lane Note: Left·tum volumes include U-turns. U-turns in bold. E a s A P p Aviara Parkw~y at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South AQQI' (NB) North Appr (SB) West AQl2r (EB2 4:45PM to 5:45PM ~ Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config" (left) 2 '1 1 -I uraHons 3 1 1 1 1 4 1 1 ] 5 1 6 Outside 7 Free~f1ow Lane Settings 2 2 0 1 2 0 2 1 2 Capacity 3600 4000 -0 1.800 4000 0 3600 2000 3600 -Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? ·N Efficiency Lost Factor 0.10 Hourly Volume 295 183 9 107 427 406 -127 273 373 Adjusted Hourly Volume 295 192 0 107 833 0 ]27 273 373 Utilization Factor _ 0.08 0.05 0.00 0.06 0.21 0.00 0.04 0.]4 0.1 a Critical Factors 0.08 0.21 0.14 leu Ratio = 0.54 LOS = A rage 3 of3 East AI2~r (WB} Left 'thru Right 1 1 1 1 1 2 0 1800 4000 0 12 238 54 12 ~92 0 0.01 0.07 . 0.00 0.01 } Turning Moveme~ts at Intersection of : Avillr-a Parkway and Poinsettia Lane Time: 4:45 _~M to 5:45 PM North Approach Date: 07117/07 Day: Tuesday Name: Lance, Robert 940 Sub ~ 406 427 To~ totals J + w -e 940 ~ s 1713 1 127 t 773 273 ~~ t 373 t A North p t p ~ 295 183 0 Subtotals 812 487 Total 1299 South Approach 1304 1 ]07 ~ r 9 A viara Parkway 364 L 54 .~ 238 r 12 Total Suhtotals Sub ~ totals Totals 304 0 692 388 Poinsettia Lane Note: Le·ft-tum volumes include U-turns. U-turns in bold. E a s t A P p r City: CARLSBAD N-S Direction: BLACK RAIL ROAD E-W Direction: POINSETTIA LANE BLACK RAIL ROAD Southbound Start Time Right l Thru I Left Factor 1.0 , 1.0J 1.0 07:00AM 7 0 4 07:15AM 10 0 2 07:30AM 12 0 3 07:45AM 13 1 4 Total 42 1 13 08:00AM 10 0 6 08:15 AM 12 0 4' 08:30AM 9 0 3 08:45AM 10 0 2 Total 41 0 15 *** BREAK *** 04:00 PM 2 1 7 04:15 PM 4 2 5 04:30 PM 7 1 5 04:45 PM 2 1 5 Total 15 5 22 05:00 PM 6 1 2 05:15 PM 4 2 4 05:30 PM 4 0 5 05:45 PM 3 0 5 Total 17 3 16 Grand Total 115 9 661 Apprch % 60.5 4.7 34.7 Total % 5.6 0.4 3.2 Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, CA. 92780 roups nn e -G P . t d VEHICLES POINSETTIA LANE BLACK RAIL ROAD Westbound Northbound Right! Thru' Left Right, Thru' Left, 1.0, 1.0 I 1.0 1.0 I ' 1.0 I 1.0 1 46 3 4 0 4 1 48 2 1 0 10 2 45 1 2 0 8 1 41 3 3 0 10 5 180 9 10 0 32 2 54 2 4 0 11 1 67 3 4 1 10 1 65 1 3 0 8 1 64 2 2 0 7 5 250 8 13 1 36 9 31 3 3 2 5 11 36 5 2 5 3 6 35 6 3 2 2 4 38 2 3 2 6 30 140 16 11 11 16 7 33 3 2 2 9 4 29 5 3 3 6 6 36 4 2 1 7 4 32 3 2 2 5 21 130 15 9 8 27 61 700 48 1 43 20 111 I 7.5 86.5 5.9 24.7 11.5 63.8 2.9 33.8 2.3 2.1 1.0 5,4 File Name : H0806042 Site Code : 00000000 Start Date: 6/17/2008 Page No : 1 POINSETTIA LANE Eastbound Right, Thru' Left Int. Total, 1.0, 1.0 , 1.0 , 2 34 1 106 3 35 2 114 2 31 1 107 1 34 2 113 8 134 6 440 2 35 1 127 2 40 2 146 1 35 2 128 2 34 2 126 7 144 7 527 7 60 4 134 10 51 7 141 13 64 7 151 14 57 8 142 44 232 26 568 9 61 7 142 10 53 5 128 8 58 5 136 9 56 6 .127 36 228 23 533 95 73a 62 1 2068 10.6 82.5 6.9 4.6 35.7 3.0 BLACK RAIL ROAD Southbound Start Time Right I Thru I Left I App. Total Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, CA. 92780 POINSETTIA LANE BLACK RAIL ROAD Westbound Northbound Right I Thru I Left I ¢tt~i Right I Thru I Left I App. Total Peak Hour From 07.00 AM to 08.45 AM -Peak 1 of 1 o 15 Intersection 08:00 AM Volume 41 Percent 73.2 08:15 0.0 26.8 Volume 12 o 4 Peak Factor High Int. 08:00 AM 56 16 Volume 10 o Peak Factor 6 16 0.875 -~ $<0 0'<1" 1'-'l;1-1 wf--z -' ~2 ,...~-~ 1'-:;: .g>-j 0:: .... 5 250 1.9 95.1 1 67 08:15 AM 1 67 8 263 13 1 36 50 3.0 26.0 2.0 72.0 3 71 4 1 10 15 08:00AM 3 71 4 0 11 15 0.926 0.833 T North ;5/1712008 8:00:00 AM ~/17/2008 8:45:00 AM VEHICLES File Name Site Code Start Date Page No : H0806042 : 00000000 : 6/17/2008 :2 POIN$ETTIA LANE Eastbound Right T T.hru 1 Left I App. Int.I Total Total .. 7 144 7 158 527 4.4 91.1 4.4 2 40 2 44 146 0.902 08:.15 AM 2 40 2 44 0.898 ~o U 'fj ~ ~ ;:l:CJ'\ z .. -:;II\) . m ~:r::l 2CJ'\ c t,) » r ~ .,r!'l>", ~c;iffi ~!it 01- BLACK RAIL ROAD Southbound Start Time Right I Thru I Left J ¢~~i Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, CA. 92780 POINSETTIA LANE BLACK RAIL ROAD Westbound Northbound Right I Thru I Left I ¢~~i Right I Thru I Left I ¢~~i Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1 Intersection 04:15 PM Volume 19 5 17 41 Percent 46.3 12.2 41.5 04:30 7 1 5 13 Volume Peak Factor Highlnt. 04:30 PM Volume 7 5 13 Peak Factor 0.788 $~ 0'<1" gj~j wI-Z 5 ..J ~ r::~ ~2 i=_t"l NJ:-~ I-w· I- ~ ~ CD'" '<I"J: "'co .g>---, 11.8"-~ ..... 28 142 15.1 76.3 6 35 04:15 PM 11 36 16 186 10 11 8.6 24.4 26.8 6 47 3 2 05:00 PM 5 52 0.894 i North 2 17 Left L~ p/17/2008 4:15:00 PM ~/17/2008 5:00:00 PM VEHICLES 2 20 41 48.8 2 7 9 13 0.788 ~'~ File Name : H0806042 t:'l Sit~ Code : 00000000 Start Date : 6/17/2008 Page No : 3 POINSETTIA LANE Eastbound Right I Thru I Left I ¢~~i Int.I Total 46 233 29 308 576 14.9 75.6 9.4 13 64 7 84 151 0.954 04:30 PM 13 64 7 84 0.917 ~~~ U ::rl\.! "'"'" Z ~_;l ... m ~s~ 2~ 0) )-s: r .r-~~ ~ol~ tlif 0)- Gill ~~ .~Illi!J~~ leu Alt. A leu Alt. B MOVE CAPACITY lCU MOVE CAPACITY . - ~ ~ aDh. -.,-~. .3 DfwD D.IO! ~/} ~-o O,i)). .~ ~ "CO OJ)... ..l-IoJ 0J.-- ....J-:::;'. t < • I~"J.. .j. LO.S. No rnlUoalioo Lo l; /},.. LO.S. ~ .. ~ ::....-9-1oIIII05110n .-::::-- .llY lCU .p.. X'iSilJ-! [, A;v'\ fbAK l-\Il. J, 110 SCALE i IGU Alt. G MOVE CAPACITY [CU LO.S. __ MillgaUon' ----- ~l [fi]-/ ~-l~tHl, -----.... -- lGU All. A leu Alt, B - ------- MOVE CAPACITY ICU MOVE CAPACITY .,---'--7~ I:Si< 0,01 "':::::::::: A-roo Ii-~ 0.0 \ -@oo . A .~ . 1o. u \ ! ~ ':itlV 0,0\ +' 0.1D.-l-.---10).0 LO.S. No mlllgslloR ~ Lq.S. __ Mlilg .. lIoR ICU ra·:hS1'if..J6 P t.I\ V' hA-"-.\.\-Q.. MOVE LO.S. MlUgalioR 1).60 I ~ HO SCALE t leu Alt. e CAPACITY [CU "0 » Gl rn o '11 '-URBAN S·YS TEMS ./ \Jl 'rt\:r-~~ . ~:j City: CARLSBAD N~S Direction: AMBROSIA LANE E~W Direction: POINSETTIA LANE AMBROSIA LANE Southbound Start Time RiQht I Thru I Left Factor 1.01 1.0 I 1.0 07:00 AM 5 0 1 07:15AM 5 0 0 07:30 AM 5 0 1 07:45AM 7 1 2 Total 22 1 4 08:00AM 9 1 2 08:15 AM 8 0 1 08:30AM 12 1 1 08:45AM 11 0 2 Total 40 2 6 *** BREAK *** 04:00 PM 3 3 4 04:15 PM 4 5 7 04:30 PM 5 3 4 04:45 PM 6 2 3 Total 18 13 18 05:00 PM 5 2 3 05:15 PM 5 1 5 05:30 PM 4 1 5 05:45 PM 3 2 4 Total 17' 6 17 Grand Total 97 22 451 Apprch % 59.1 13.4 27.4 Total % 5.0 1.1 2.3 Transportation Studies, Inc. 2680 Walnut Avenue SuiteC Tustin, CA. 92780 roups nn e -G P . t d VEHICLES POINSETTIA LANE AMBROSIA LANE Westbound Northbound Right I Thru I Left Right I Thru I Left 1.0 I 1.0 ! 1.0 1.0 I 1.0 I 1.0 0 32 2 2 0 14 1 40 1 1 0 7 1 37 1 2 0 6 2 44 0 1 0 9 4 153 4 6 0 36 1 40 1 1 1 11 0 51 4 2 0 13 3 47 1 2 2 9 2 46 1 2 1 9 6 184 7 7 4 42 5 30 8 4 4 10 6 43 12 3 2 6 8 35 9 2 3 9 8 34 6 10 4 6 27 142 35 19 1.3 31 5 34 4 5 5 8 3 26 2 3 3 13 6 32 4 3 2 11 6 32 4 4 1 6 20 124 14 15 11 38 57 603 60 1 47 28 1471 7.9 83.8 8.3 21.2 12.6 66.2 2.9 31.0 3.1 2.4 1.4 7.6 G.~", File Name : H0806043 SHe Code :00000000 Start Date: 6/17/2008 Page No : 1 POINSETTIA LANE Eastbound Right I Thru I Left Int. Total_I 1.0 I 1.0 I 1.0 5 37 1 99 1 36 3 95 2 30 2 87 4 37 1 108 12 140 7 389 1 39 3 110 5 38 2 124 4 34 2 118 4 32 3 113 14 143 10 465 10 51 8 140 7 39 11 145 11 .51 12 152 11 44 8 142 39' 185 39 579 11 52 6 140 11 43 5 120 10 45 8 131 9 44 7 122 41 184 26 513 106 652 82 1 1946 12.6 77.6 9.8 5.4 33.5 4.2 AMBROSIA LANE Southbound start Time Ri9htt Thru I Left I ¢~~i Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, GA. 92780 POINSETTIA LANE AMBROSIA LANE Westbound Northbound Right I Thru I Left I ¢bt~i Right I Thru I Left I ¢bt~i Peak Hour From 07:00 AM to 08:45 AM -Peak 1 of 1 Intersection 08:00 AM Volume 40 Percent 83.3 08:15 2 6 4.2 12.5 Volume 8 o 1 Peal< Factor High Int. 08:30 AM Volume 12 Peak Factor 48 9 14 0.857 6 184 3.0 93.4 o 51 08:15 AM o 51 7 3.6 4 4 197 7 4 42 13.2-7.5 79.2 55 2 0 13 08:15 AM 55 2 0 13 0.895 i North 6/17/2008 8:00:00 A~ 6/17/2008 8:45:00 AM VEHICLES ~l i r~ Left Thru Right I 422ii 71 ~ 53 ~ Out In Total AMBROSIA LANE 53 15 15 0.883 File Name : H0806043 Site Code : 00000000 Start Date : 6/17/2008 Page No : 2 POINSETTIA LANE Eastbound Right I Thru I Left I 14 143 8.4 85.6 5 38 08:15AM 5 38 10 6.0 2 2 App. Total 167 45 45 0.928 Int.I Total 465 124 0.938 AMBROSIA LANE Southbound Start Time Right! Thru J Left! {6t~i Transportation Studies, Inc. 2680 Walnut Avenue SuiteC Tustin, CA. 92780 POINSETTIA LANE AMBROSIA LANE Westbound Northbound Right I Thru I Left I {6t~i Right! Thru I Left / {~~i Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1 Intersection 04:00 PM Volume 18 13 18 49 27 142 35 204 19 13 31 63 Percent 36.7 26.5 36.7 13.2 69.6 17.2 30.2 20.6 49.2 04:30 5 3 4 12 8 35 9 52 2 3 9 14 Volume Peak Factor High Int. 04:15 PM 04:15 PM 04:45PM Volume 4 5 7 16 6 43 12 61 10 4 6 20 Peak Factor 0.766 0.836 0.788 -~ .a'" T o..r ~'t1j l-z North -' ~2 ~F-~ p/17/2008 4:00:00 PM ~/17/2008 4:45:00 PM 0> .... ",.c: VEHICLES .g>-j 0: ..... File Name : H0806043 Site Code : 00000000 Start Date: 6/17/2008 Page No : 3 POINSETTIA LANE Eastbound Ri9ht/ Thru / Left I {6t~i Int. / Total 39 185 39 263 . 579 14.8 70.3 14.8 11 51 12 74 152 0.952 04:30 PM 11 51 12 74 0.889 U t:;j. g -l +--=r..>. 2~ .r-~ ",. U1 1~"2-GGI ~~ .::::!. iii 0; -i1iJij~ .-::::::: .. leu AIt, A MOVE CAPACITY rcu . MOVE ~ i~ i~~' 0., i)) J ~o d.tl\ A ~v , ,0". O,\)/-- '''\ ~ O,C:V . -\-Q,t'0 ...... ~{b !i\ LO.S. No m1l1oaUan tr~ LO.S •. M1Ug.Uon JU.:! leu Alt. B CAPACITY lCU r.;:;.'X15 -r f /J /; AM fe-A ~ l+(Z. MOVE LO.S. Mil!gallon J, lID scAt.S l' leU All. G CAPACITY lCU ..--J ---=:::::::: MOVE ~ r· A. .~ LO.S_ IGU All. A CAPACiTY '1-:zoi\ ~. ~& J~Q' ~ .-\- 3-Il ~I~"i "" ~ ~ ICU Alt. B [CU MOVE CAPACITY o,ob . /').01- a,Ur O,C'} Ofl\} I-';'i.<} ;r No mlUgaUon l-ti" po. Lqfl·_ ~ fAltlD"Uon ICU . 6Xi Si\,:} 6 p,l-'1 fGA (L... t+fZ., MOVE LOB. MlUgaUon 1-vJ"'/ J, HO SCALE t· leu All. e CAPACfTY [CU -0 »-Gl In o "ll '-URBAN S.YSTEMS' . ... 6') f\\ :p. ~ , -V r#~ ~ cl ~ .2.. ~l C ~ 2.-...J ...-?, y\:J \J\ p..-\ "'7r '.\[ ~ ~~~ lCU Alt. A MOVE CAP ACl'l'Y lCU .(" )1WO (?,O\ ---po 9 .' 9 ~ -ef A? .-I. ... , . .0 2' ,t>.l oJ \....11' h' -,M?" -8' C),O\ l-vS A-..-- LO.S. No ml110aUon wLL:i' MOVE LO.S. _ MIl1asllon ICU Alt. B CAPACITY lCU ~~v; Ii J'.)[~ Af\. ff::,AIL'u-\20 MOVE LO.S. J,.UlIgaIlon * 110 SCl.I.tE i- leu Alt. G CAPACITY lCU ~ti' "t'"'" ~.g rI -'-l G r--\ -U- .--A-LI ~~ ~ L--C:JI~- ICU Alt. A MOVE CAPACITY' lCU MOVE ? ~ . d'oo O.O?- --~ Jr 4 ~ % . ,e-. fi-y A7' e- fI.}n (.0 ~T1\M?-,;;ff" I-.- ~. __ ·:~oQJ- CAPACITY 1..0.5. tiD mlUaallon i-c>p,.... ~ Lqf· __ IAlI!a .. llon ICU 6'X\S'T\N 6 PI"\ ,?~A.R ~ MOVE LO.S. Mlllgallon p CEO ~ HO SCALE i· leu Alt. e CAPAC[TY [CU 'U >-Gl m o 'Tl "-URBAN S.YS TEMS . ~ ~ $- ~* ~-6 RICK ENGINEERING: TURNING MOVElVlENT ANALYSIS Page 1 of3 :ity: Carlsbad File: 2007 Int#B ltersection of: N/S Street: El Camino Real EfW Street: Poinsettia Lane Data Col~eeted by : Lance, Dolore$ (Mf), Mike Y. (PM) :ount Date: 08/09/07 ~nd of 15 ;Jin. prd. i:15 Alv[ dO M·1 ,:45 AI\11 ':00 Alvl ':15 AtvI ':30M1 7:45 Alvl * \:00M1 * U5 Alvl * UOAM * N5AM ]:00 Alvf vla.'\.. 15 min. 'k. Hr. Vol. 7:30M1 Peak UO AM Hour 3:45 PIv! ~:OO PM 4:15 PM 4:30 Pl.vI 4-:45 Plv[ 5:00PM * 5:15 Plvl * 5:30 Ptv( * 5:45 PI\·1 * 6:00 Pl\·1 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 4:45 PM Peak 5:45 Ptv[ I-lour Day: -Thursday Traffic Control: Signalized V,ieather : Sunny South Approach (NB) North Approach (8B) _ \Vest Approach fEB) Left . U-Trn Thru Right Peds Left U-Tm Thru' Right Peds Left U-Tm Thru Right Peds 0 4 49 9 0 7 0 69 0 1 1 0 0 0 ·0 0 2 59 12 0 5 0 107 0 3 1 0 0 '. 2 0 0 ., 97 19 0 11 0 152 1 2 1. 1 0 3 0 .:J 0 1 123 37 0 20 0 169 0 3 4 0 0 2 3 1 6 140 40 0 15 0 147 0 3 . 3 0 1 1 0 1 3 209 34 0 13 1 208 1 2 1 0 0 1 0 0 2 220 44 0 14 0 205 1 1 3 0 2 0 0 2 9 298 59 0 16 0 221 2 2 5 0 0 .1 0 0 5 197 43 0 10 0 231· 1 1 1 0 0 0 1 . 1 4 249 27 0 22 1 203. 1 0 \> . 0 1 4 . O. 0 5 165 31 0 11 . 1 267 8 0 2 0 4 3 0 1 4 264 33 0 .11 0 308 4 0 ·1 0 1 3 o - 2 9 298 59 0 22 1 308 8 3 5 1 4 4 3 3 20 964 . 173 0 62 1 860 5 4 9 0 3 5 1 . Intersection Traffic in Pk. Hr. 2523 Peak Hr. Factor ---0.&& Intersection Pdstms in Pk. Hr. 7 5 . 7 177 45 0 23 2 322 4 0 4 0 2 6 0 1 4 216 5~ 1 24 2 300 7 1 2 o . 0 2 0 3 5 217 51 0 50 0 349 . 6 2 4 1 1 5 1 0 2 208 46 0 55 O •. 354 3 1 '4 0 0 1 0 .1 1 235 64-0 32 1 337 8 0 0 0 1 2 0 ·3 3 201 66 0 45 0 377 7 0 7 0 1 3 0 1 3 239 57 0 100 1 463 10 . 0 2 0 0 6 0 1 4 215 62 0 98 1 397 2 0 4. 0 0 ... 0 .:J 2 4-185 66 0 67 O· 374 13 0 7 O. 1 4 0 1 5 183 70 1 57 0 337 7 2 4. 0 0 1 0 1 3 160 60 0 57 0 290 6 0 4 0 0 6 0 2 5 176 65 0 40 0 257 1 0 2 0 1 I 0 5 7 239 70 1 100 2 463· 13 2 7 l' 2 6 1 7 14-840 251 0 310 2 1611 32 0 20 0 2 16 0 -Inlersection Traffic in Pk. ill. 336.:> Peak Hr. Factor --0.89 Intyrsection Pdstrns in Pk. Hr. 0 East A{!groacil DVE} Left U-Tm Thru Right Peds 18 0 0 7 1 30 0 0 12 0 35 0 1 12 0 48 0 0 17 J 58 0 1 . 18 1 48 . 0 0 24 0 70 0 1 35 0 59 0 1 46 0 68 0 0 50 2 40 0 2 46. '0 53 0 1 26 2 37 0 0 37 0 70 0 2 50 2 237 0 4' 177 2_ 31 1 0 15 0 33 0 4 22 0 32 0 3 19 0 35 0 3 10 0 42 0 2 27 0 32 0 1 13 0 41 0 2 22 0 43 0 4 25 0 63 0 1 11 0 33 0 4-18 1 36 0 6 14 0 22 0 0 22 0 . 63 1 6 27 1 . 179 0 8 71 0 15 min Total Vehicles Peds 164 2 230 3 336 2 421 7 431 4 544 2 597 1 719 2 606 4 601 0 577 2 704 0 719 7 2523 7 644 0 670 2 746 3 721 1 753. 0 759 0 947 0 859 0 798 0 720 4- 64-3 0 594-0 947 4- 3363 0 ~@ 7' EI Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page, 2 of 3 Pk. Hr. Time Period: South AgEl' (NB) North Appr (SB) West ApEI' (EB) East AJ22r (WB) 7:30 AM to 8:30 AM Left Thru Right ----'Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config-(left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 1 5 1 1 6 I Outside 7 Free-flow Lane Settings . 2 3 I' 2 2 1 2 2 0 2 ,2 0 Capacity 3690 6000 1800 3600 4000 1800 3600 4000 0 3600 4000 0 Are the Norlh/South phases split (YIN)? N Are the East/West phases split (YIN)? 'N Efficiency Lost Factor 0.10' Hourly Volume 23 964 173 ' 63 86,0 5 9 3 5 237 4 177 Adjusted Hqurly Volume 23 964 173 : 63 860 5 9 8 0 237 181 0 Utilization Factor 0.01 0.16 0.10 0.02 0.22 0.00 0.00 0.00 0.00 0.07 0.05 0.00 'Critical Factors 0.01 0.22 0.00 0.07 ICURatio = 0.40 LOS= A Turning Movements at Intersection of: EI Camino Real and Poinsettia Lane Time: 7:30 AM to 8:30 AM NO,rth Approach EI Camino Real Date: OB/09/07 Day:, Thursday 2079 Total N~me,: Lance, Dolores (AM), Mike Y. (PM) 928 1151 Subtotals 1. Sub _ 5 860 63 Sub~ To~ totals 'J' W t ~ totals Totals e 12 -.-t s 29 0 9 L 177 t 17 3 ---)!t--+-4 418 5 t A North t 237 0 656 P P ~, r 238 r t 23 964 173 Poinsettia Lane 20 Subtotals 1122 1160 Total 2282 South Approach Note: Left-turn volumes include U-turns, U-turns in bold. E a s t A P p EI Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South Appr (NB) North Appr (SB) West App]" (EB) 4:45 Plv[ to 5:45 PM Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity J 2 3 4 5 6 7 2 3600 1 1 1 3 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)?' Efficiency Lost Factor 0.10 HOllrJy Volume. 21 840 Adjusted Hourly Volume 21 840 Utilization Factor 0.0] 0.14 Critical Factors 0.01 leU Ratio :;:: 0.56 1 1800 N 'N 251 251 0.14 LOS= 1. 1 1 2 2 1 2 2 0 3600 400'0 1800 3600 4000 0 312 ]611. 32 20 2 16 312 ] 611. 32 20 18 0 0.09 0.40 0.02 0.01 0.00 0.00 0.40 0.00 ·A Page 3 of3 East Appl' (WB) 1 2 2 0 3600 4000 0 .179 8 71 179 79 0 0.05 0.02 0.00 .0.05 J Turning Movements at Intersection of : El Camino Real and Poinsettia Lane Time; 4:45 PM to 5:45 PM North Approach Date: 08/09/07 Day: Thursday Name: Lance, Dolores (AM), Mike Y. (PM) 1.955 Sub -32 1611 To~ Jill!!L J t w e 47 --1. s 85 0 20 t 38 2 ~ t 16.t A North p t p i r 21 840 ]4 Subtotals 1820 1112 Total 293.2 South Approach 2888 .2 312 .~ r 251 El Camino Real 933 t 71 ~8 r 179 Total Subtotals Sub - totals Totals 258 0 821 563 Poinsettia Lane Note: Lett-turn volumes include U-turns. U-turns in bold. E a s t A p p r . . RICK ENGINEERING TURNING MOVEMENT ANALYSIS Page 1 of3 City: Carlsbad File: 2007 Int #11 Intersection of: N/S Street: El Camino Real EfW St~cet: Camino Vida Roble Data Collected by : Dl!-vid, Trinidad Count Date: 07/12/07 End of 15 min. prd. 6: 15 ANI 6:30 Ml 6:45 A1.vf 7:00 Alv[ 7:15 ANI 7:30 A]'vi 7:45 AM '" 8:00 M[ * 8:15 AM * 8:30 At ... ! * 8:45.AM: 9:00 Ml h·1ax. 15 min. Pk. Hr. Vol. 7:30AM Peak 8:30 Ml Hour 3:45 PM 4:00 PM 4:15 PM 4:30 P:tvl 4:45PM * 5:00PM * 5:15 PM * 5:30 PM * 5:45 PJ'vl 6:00PM 6:15 PM 6:30 PM Mao". 15 min. Pk. Hr. Vol. 4:30PM Peak 5:30 PM Hour Day: Thursday Traffic Control: Signalized Weather: Sunny South Approaf:h (NB) North Approach (SB) . 'West Approach (EB) Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left' U-Tm. 111ru Right Peds 24 0 60 0 1 0 0 82 22 0 4 0 0 4 0 7 0 84 1 0 O· 0 112 18 1 6 0 0 4 '0 18 0 105 0 0 0 0 160 35 1 2 0 1 6 0 37 1 145 2 () 0 0 178 54 1 9 0 0 8 0 52 . 0 143 0 0 1 0 145 30 0 7 0 0 ·13 0 52 0 219 . 1 0 0 O· 168 38 O. 4 1 0 10 0 68 2 256 2 0 0 0 178 51 0 6 0 0 '17 0 109 2 281 0 0 0 0 180 49 0 2 O. 0 13 0 93 1 254 1 0 0 1 ~ 171 37 1 10 0 0 15 0 82 1 222 0 0 0 o . 179 36 1 7 0 0 17 0 66 O' 237 1 0 1 0 194 34 .' 1 8 0 .0 17 0 72 1 265 () () 1 0 195 29 0 . 6 0 0 12 0 109 2 281 2 1 1 i 195 54 1 10 1 1 17 . 0 352 6 1013 3 0 0 1 708 173 2 25 0 0 62 0 Intersection Traffic in Pk. Hr. 2346 Peak Hr. Factor ---0.92 Intersection Pdstms in Pk. Hr. 2 26 0 212 . 0 0 0 0 231 13' 1 52 0 0 65 0 23 0 169 0 1 1 0 276 'l2 0 28 0 0 68 0 39 1 222 0 0 0 0 313 17 2 30 0 '0 ·88 0 21 2 205 0 0 1 '0 292 9 0 24 . 0 0 101 0 22 1 224 0 1 1 0 294 7 1 63 0 0 . 107 0 14 0 196 0 0 0 o . 364 21 1 39 0 0 103 0 18 0 215 0 0 0 . 0 349 9 0 93 0 0 199 0 14 1 238 () 0 0 O. 396 14 1 52 0 1 ll2 . 0 17 1 193 {} 0 .0 O. 351 9 0 41 0 0 83 .0 15 o . 175 0 0 0 0 286 11 0 27 0 0 106 0 19 0 202 0 0 1 0 268 16 1 . 15 0 I ·65 0 11 0 1:98 0 0 0 '0 225 10 0 9 '0 O. 68 0 39 2 238 0 1 1 0 396 2:? 2 93 ·0 1 199 0 68 2 873 0 1 1 0 1403 5-1 3 247 0 1 521 . 0 lntersection Traffic in PIc. Hr. 3169 Peak Hr. FaCtor 0.90 Intersection Pdstms in Pk. Hr. 4 East AEEroach Q:VB} Left U-Tm Thru Right Peds 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0 ·0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 ·0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 3 0 0 0 0 1 0 0 O· 0 1 0 '0 0 0 0 . 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 b 0 0 0 0 0 0 0 0 1 0 0 .. 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 2 0 15 min Total Vehicles Peds 196 1 232 1 327 I 434 1 392 0 493 0 581 0 636 0 584 . 1 545 I 558 1 582 0 636 1 2346 2 600 1 588 1 710 2 656 0 720 2 737 1 883 0 829 1 695 0 620 0 587· 1 522 0 883 2 3169 4 ~€ .T- EI Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 20f3 Pk, Hr, Time Period: 7:30 AM to South Appr (NB) 8:30 AM Lane Config ~ urations Inside (I~ft) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 2 I 3600 1. 1 2 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0,1"0 Hourly Volume 358 1013 Adjusted Hourly Volume 358 1016 Utilization Facter 0,10 0.25 Critical Factors 0.25 0 0 N ,y 3 0' 0.00 leU Ratio = 0.38 L08= Turning Movements at Intersection of: Time: 7:30 AM to 8:30 AM Date: 07/12/07 Day:' Thursday Name: David, Trinidad Sub ~ To~~ W -e 525 s 612 0 25 t 87 0 62 A p P r Subtotals Total North Appr (SB) West Appr (EB) East Appr (WB) 1 1 1800 1 ,1 0.00 0.00 A 1 1 1 3 6000 708 881 0.15 0 1.25 0 2250 173 25 0 25 0.00 0.01 EI Camino Real North Approach 1924 882 1 173 708 I' 'J 't ~ -.-t t -JIIo- t North ~ t r 358 1013 3 6 776 1374 2150 South Approach 0,5 1000 0 0 0.00 and, 1 1 ' 1.25 2250 62 62 0.03 O.OJ 0 1 0 2000 0 0 0 g 0.00 0.00 0.00 Camino Vida Roble ,Q 0 3 0 ,0.00 El Camino Real Total ~042 Subtotals Sub- totals Totals L 3 -+-0 3 r 0 0 6 3 Camino Vida Roble Note'; Left-tum volumes include U-turns. U-turns in bold. E a s t A P p r EI Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South AI2I2r (NB) North APPl'_(SB) West AI2I2r (EE) 4:30PM to 5:30PM Left Thru Right" Left Thru Right Left Thru Right Lane Inside 1 1 1 Conflg -(left) 2 1 J 1 1 ] uraHons 3 ·1 ] ] 4 1 1 1 5 1 1 6 Outside 7 Free-flow Lane Settings 2 2 0 1 3 0 1.25 0.5 1.25 Capacity 3600 4000 0 1800 6000 Q 2250 1000 2250 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? .y Efficiency Lost Factor . 0.10 Hourly Volume 70 873 0 1 ]403 . 51 247 521 Adjusted Hourly Volume 70 873 0 1 1454 a 247 521 Utilization Factor 0.02 .0.22 0.00 0.00 0.24 0.00 ·6.11 O.qo 0.23 Critical Factors 0.02 0.24 0.23 I.CU Ratio = 0.59 LOS= A Page 3 of3 East Armr (WB) Left Thru Right ] 1 1 0 1 0 a 2000 0 a 0 2 0 2 0 0.00 0.00 0.00 0.00 ! Turning Movements at Intersection of : EI Camino Real and Camino Vida· Roble Time; 4:30 PM to 5:30 PM North Approach EI C,amino Real Date: 07/12/07 Day: Thursday 2577 Total Name: David, Trinidad 1455 1122 Subtotals 0 Sub -51 1403 1 Sub- To~ totals J t ~ totals Totals W e 11.9 ~ L S 888 0 247 2 t 769 1 ---)Ie>-t ~ 0 2 521 t r 0 0 4 A North P . 2 P ~ t r r 70 873 0 Camino Vida Roble 2 Subtotals 1926 943 Total 2869 South Approach Note: Left.tun) volumes include U·turns. U-turns in bold. E a s A P p r \ ruCK ENGINEERING. TURNING MOVEMENT ANALYSIS ::':ily: Carlsbad 'ntersection of: N/S Street: El Camino Real ENl Street: Cassia Road :::ountDate: 08/08107 Day: Wednesday Weather: Sunny File: 2007Int#12 Data Collected by: Raul, Alfonso Traffic Control: Signalized South Approach (NB) North Approach (SB) VVestApproachfEB) End of 15 min. prd. 5:15AM 6:30 At..,.! 6:45 Alvl 7:00 Al\·l 7:15 AM 7:30 Ml 7:45 At,,! * 8:00AM * 8:15 AIv! * 8:30 Mf * 8:45 AM 9:00 Al,,! 1\.·130;(. J 5 min. Pk. Hr. Vol. 7:30 AIvI Peak 8:30 At'll Hour 3:45 PI"":! 4:00 P~-1 4:15 PM 4:30 PM 4:45 PM 5:00 PM * 5:15 PIv1 ,. 5:30 PIvI * 5:45PM * 6:00 Pl.\-( 6:15 PM 6:30 PM t-.{ax. 15 min. Pk. Hr. VoL . 4:45 Pfv1 Peak. 5:45 PM Hour Left U-Irn Ihru Right Peds Left 'U-Tm Thru Right Peds Left U-Tm Ihru Right Peds 5 3 14 8 20 9 17 16 14 20 12 22 22 67 14 39 34 27 20 34 42 30 28 45 31 26 45 134 2 68 0 0 0 0 0 65 0 1 0 0 0 101 2 0 0 {} 0 144 0 1 0 0 1 .148 0 0 0 0 0 195 1 0 0 0 3 253 2 0 0 0 1 328 0 0 0 1 0 256 1 0 0 0 ~ 1 285 1 0 0 2 0 240 0 0 0 2 0 242 2. 0 0 0 3 328 2 1 Q 2 5 1122 4 0 O· 3 Inlersection Traffie in Pk. Hr. = 2405 Intersection Pdstms in Pk. Hr. ='.10 0 192 6 0 0 0 2 191 2 0 0 0 1 219 2 0 0 .1 0 193 1 0 0 0 0 178 0 0 0 0 0 242 4 0 0 2 0 208 4 0 0 0 0 212 4 0 0 0 0 185 2 ·0 0 1 0 211 1 0 0 1 1 156 1 0 0 3 0 148 3 0 0 1 2 242 6 0 .0 3 0 847 14 0 0 3 Inlersection Traffic in. Pk. Hr. 3431 Intersection Pdstms in Pk: Hr. 2 61 7 0 23 0 0 8 0 91 . 10. 0 25 0 O. 6 0 141 10 0 36 0 0 21 0 149 11 0 55 0 0 19 0 162 21 0 ·40 0 0 15 O. 173 12 0 59 0 0 22 0 157 19 0 81 0 0 28 0 1.58 15 0 89 0 0 31 0 189' 11 0 78 0 0 27 0 168 . 17 0 85 0 0 31 0 185 18 0 65 0 0 22 0 202 26 0 70 0 0 39 . 0 202· 26 0 ~9 0 0 39 0 . 672 62 o . . 333 0 0 117 0 Peak Hr. Factor --0.93 233 25 0 35 0 0 26 0 290 24 0 32 0 0 40 0 336 41 0 28 0 0 38 0 351 38 0 33 0 0 32 . 0 389 47 .1 35 0 0 33 0 380 35 0 29 0 0 23 0 442 71 1 34 0 0 35 0 550 90 0 42. 0 0 35 0 478 78 0 55 0 0 36 0 309 60 1 . 38 0 0 28 0 309 56 '0 37 0 0 31 0 269 51 0 49 0 0 22 0 550 90 1 55 0 0 40 0 1850 274 1 160 0 0 129 .' 0 Peak. Hr. Factor 0.88 'Page 1 of3 East Aggroach 0:YB} 15 min Total 1.eft U-Tm Thru Right Peds Vehicles Peds 0 0 0 0 0 174 0 0 0 0 0 0 200 . 1 0 0 0 .3 3 328 3 1 0 1 0 0 388 1 2 0 2 0 0 411 0 1 0 0 3 3 475 3 1 0 1 2 2 564 .... k 1 0 3 2 2 645 2 2 0 1 1 1 580 1 1 0 0 5 5 616 5 3 0 0 0 0 547 0 3 0 1 0 0 607 0 3 0 3 5 5 645 5 5 0 5 10 10 2405 10 0 0 0 2 0 533 0 0 0 0 1 0 621 0 1 o . 4 2 0 707 0 1 .0 0 0 0 676 0 0 0 0 . 1 0 703 1 1 0 0 1 0 751 0 4 0 0 1 I 841 2 3 0 1 7 0 974 0 1 0 0 1 0 865 0 1 0 0 4 0 698 1 4 0 0 . 1 0 630 0 2 0 2 2 O· 575 0 4 0 4 7 1 974 2 9 0 1 10 1 3431 2 ~~ ~.~) '" EI Camino Real at-Cassia Road Lane Configuration for Intersection Capacity Utilization : Pk. Hr. Time Period: South AEEl' (NB) North Appr (SB) West At!~r (EB) 7:30 AM to Page 2 of3 " East AEEr (WB} 8;30 AM 'Left Thru Right Left Thru Right Left Thru Right ----~ Left Thl'll Right Lane Inside ] 1 1 1 1 1 1 Config" (left) 2 1 1 1 ] Ul'ations 3 1 1 4 1 1 1 5 6 Outside 7 Fl'ee~flow Lane Settings 1 2 1 1 3 0 1 1 0 0 1 0 Capacity 1800 4000 1800 1800 6000 0 1800 2000 0 0 2000 0 Are the North/South phases split (YIN)? N Are the EastlWest phases split (YIN)? 'N Efficiency Lost Factor 0.10 Hourly Volum~ 72 1122 4 3 672 62 333 0 117 5 5 10 Adjusted Hourly Volume 72 1122 4 3 734 0 333 117 0 o ' 10 0 Utilization Factor 0.04 0.28 0.00 0.00 0.12 0.00 0.19 0.06 0.00 '0.00 0.01 0.00 Critical Factors 0.28 0.00 0.19 0.01 leU Ratio = 0.58 LOS = A j Turning Movements at Intersection of: EI Camino Real and Cassia Ro~d Time: 7:30 AM to 8:30 AM North Approach EI Camino Real Date: 08/08/07 Day: Wednesday, 2205 " Total --Name': Raul, Alfonso 737 1468 Subtotals 3 Sub ~ 62 672 3 Sub - ,To~ totals J + w ~ totals e 134 333'~ s 584 0 t t 450 0 -+ 117 t A North L 10 -4-5 20 r 5 0 p t p ~ r 4 r 72 1122 4 Cassia Rood 5 SUbtotals 799 1198 Total 1997 Totals 24 South Approach Note: Left-turn volumes include U-turns. U~tUl'l1S in bold. E a s t A P p EI Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period: South A 12121' (NB) North Appr (SB) West AI212I' (EB) East A812r (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Ril!ht ------'"--. Left Thni Right -Left Thn.l Right Lane Inside 1 1 1 1. 1 1 1 Config -(left) 2 1 1 1 1. urations 3 1 1 4 1 1 i 5 6 Outside 7 Free-flow L~ne Settings 1 2 1 1 3 0 1 1 a 0 1 0 Capacity 1800 4000 1800 1800 6000 0 1800 2000 a 0 -2000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? ·N Efficiency Lost Factor 0,10 Hourly Volume 134 847 14 3 ]850 274 160 o -129 9 1 . 10 Adjusted Hourly Volume 134 847 14 3 2124 0 160 129 0 0 20 0 Utilization Factor 0,07 0,21 0,01 0.0.0 0.35 0,00 0,09 0,06 0,00 0.00 0.01 0.00 Critical Factors 0.07 0.35 0.09 0.01 JCV Ratio = 0.62 L08= B Turning Movements at Intersection of : EI Camino Real and Cassia Road Time: 4:45 PM to 5:45 PM North Approach EI Camino Real Date: 08/08/07 Day: Wednesday 3147 Total Name: Raul, Alfonso 4]27 1020 Subtotals 3 Sub" 274 1850 3 Sub" To~ totals J t l;. totals Totals W e 409 -.t-L s 698 0 160 10 289 0 -+ t +-1 20 129 t r 9 0 34 A North p 14 P i t r r 134 847 14 Cassia Road 0 Subtotals 1988 995 Total 2983 South Approach Note: Left-turn -volumes include U-turns. V-turns ill bold, E a s t A P p r RICK ENGINEERING: TURNING MOVEMENT ANALYSIS :ily: Carlsbad [ntersection of: N/S Street: El Camino Real' E/W Strcet: AlgaRoadiAviar~Parkway Count Date: 08/09/07 End of 15 min. prd. 6: 15 M·1 6:30.M-1 6:45 AIvl . 7:00 Alv{. 7:15 Afvl 7:30AM 7:45 M1 8:00 AIv{ '" 8:15 Al'v[ * 8:30 A1 ... 1 * 8:45 AM * 9:00 N .... f jI.~lax. 15 min. Pk. HI". VoL -----~ -------- Day: Thursday Weather: Sunny South Approach (NB) Left U-Trn Thru Right Peds 7 0 41 10 0 14 0 53 24 o . 16 0 98 32 0 23 0 121 42 1 24 0 143 38 0 32 0 196 40 0 25 0 167 67 0 55 0 293 51 1 30 1 172 48 0 37 0 228 75 0 30 . 0 206 68 0 62 0 199 68 0 62 1 293 . 75 1 152 I 899 242 . 1 . North Approach (SB) Left U-Trn Thru Right Peds 2 0 86 4 0 2 0 110. 6 1 10 0 158 7 1 7 0 205 17 1 12 0 205 4 2 16 0 198 10 0 11 '0 226 23 0 28 1 297 14 0 18 o ~ 260 20 0 16 0 232 12 0 11 0 288 15 0 22 1 295 23 0 28 1 . 297 '23 2 73 1 1077 61 0 -------- File: 2007Int#15 Data Co1.lected by: Raul. Alfonso Traffic Control: Signalized 'VestPlPproach (EB) Left U-Trn Thru Right Peds 1 0 12 11 0 5 0 18 24-0 9 0 14 26 0 7 0 18 43 0 8 o . 22 47 0 23 0 30 42-0 26 0 30 70 .0 24 0 38 108 0 22 0 46 104-0 15 0 58 104 0 17 0 35 80 0 22 1 54 127 0 .. 26 . 1 58 127 0 78 0 177 396 0 1:45 A1vl Peak 8:45 M{ Hour Intersection Traffic in PIc. Hr. 4353 Peak Hr. Factor 0.87 3:45 PM 4:00PM 4:15 PM 4:30 Pt-.'1 4:45 PM 5:00 PTvl '" 5:15 PM * 5:30PM * 5:45 PM * 6:00 PM 6:15 PM 6:30 Plv[ Ma.x. 15 min. Pk. Hr. Vol. 4:45 Pl.vl Peak 5:45 PI"! Hour 100 100 95 70 63 79 79 78 202 89' 147 HI 202 438 rntersection Pdstrns in Pk. Hr. {} 0 204 165 0 0 209 132 0 0 285 1:21 1 0 181 116 0 0 195 128 0 0 234 190 o· 0 265 105 0 0 271 151 0 0 286 234 0 0 255 172 0 0 238 170 0 0 284 222 0 0 286 234 I 0 1056 680 0 intersection Traffic in Pic. Hr. Intersection Pdstrns in Pk. Hr. 47 44 3& 45 45 34 35 61 68 45 39 37 68 198 0 4 0 1. . .1 1. 0 0 4 . 1 2 2 4 5 5851 6 ·292 21" 0 28 0 91 150 .0 293 22 0 22 0 76 151 0 281 28 0 13 0 102 .127 0 3.40 20 1 . 23 0 96 125 0 300 '29 0 2.6 0 79 127 0 352 18 O. 29 0 127 132 0 383 31 0 21 O. 112 115 2 300 31 0 60 0 120 104 0 306 '24 0 11 0 133 .121 0 321 28 0 15 2 125 97 0 263 . '23 0 21 0 99 119 0 2Q5 18 . 0 15 0 106 95 o· 363 31 I 60 2 ·133 151 2 1321 104 0 121 0 492 472 ,2 Peak Hr. Factor ~ ~-0.88 Page I of3 East PlEEroach {}VB} 15 min Total Left U-Trn Thru Right Peds Vehicles Peds 60 0 27 6 0 267 0 121 1 38 7 0 423 1 1.30 2 62 8 0 572 1 129 0 58 9 2 679 4 150 1 93 27 2 774 4 154 0 88 16 1 845 1 204 4 91 24 0 974 0 177 2 122 42 0 1252 1 185 0 88 20 2 1014-2. 180 0 79 25 2 lq61 2 174 1 ·80 21 . I 1026 1 231 1 104 33 1 1243 1 231 4 122 42 . 2 1252 4 716 '3 369 108 5 4353 6 114 1 94 28 10 1335 10 . 110 0 73 24 2 1260 2 149 3 84-15 3 1341 4 126 1 99 15 0 1258 1 . 139 . 5 67 34 1 1238 1 128 5 108 15 1 1452 1 113 2 75 9 1 1325 3 1 i4 2 100 11 0 1403 0 139 5 115 23 2 '1671 . 2 Il7' 1: 80 17 1 1365 I 142 1 112 . 10 7 1386 7 131 6 143 '19 2 1414 2 149 6 143 34 W 1671 10 494 14-398 58 4 5851 6 ~@ " r' ,-~ -:; /,' .~ EI Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization' Page 2 of 3 Pk. Hr. Time Period: 7:45 Alvl to South Appr (NB) 8:45 AM Lane Config· urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 2 3 3600 6000 Are the North/South phases splil (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Vo.lume 153 899 Adjusted Hourly Volume 153 899 Utilization Factor 0.04 0.15 , Critical Factors 0.04 1800 N N 242 242 0.'13 JeU Ratio = 0.75 LOS= ) Turning Movements at Intersection of: W -e s' t A P P r Time: 7:45 AM to 8:45 AM Date: 08/09/07 Day: Thursday Name: Raul, Alfonso Sub· To~ 'totals 582 1233 651 o Subtotals Total 78 177 396 North Appr (SB) W,est Appr (EB) East Appr (WB) 2 3 0 2 3600 6000 0 3600 74 J 077-61 78 74 1138 0 78 . 0.02 0.1.9 0.00 0.02 0.19 C El Camino Real NOlth Approach 2298 , 1212 ~ 61 ]077 74 J, t ~ ~ ~ t t North 1 t r 153 899 242 .1 2190 1294 3484 South Approach 2 4000 177 177 0.04 and 1 2 1800 3600 396 719 396 ' 719 0.22 0.20 0.22 0.20 1 1 2 4000 369 477 0.12 1 0 0 108 0 0.00 Alga ,Road/Aviara Parkway El Camino Real Total 1086 Subtotals Sub - totals Totals L 108 .. 369 1196 t 719 3 1691 495 Alga Road/Aviara Parkway Note: Left-turn volumes include U-turns. U·tunis in bdld. E a s t A P p r EI Camino Real at Alga Road/Aviara Parkway . Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period: South ApEr (NB) North Appr (SB) West ApEr (~B) Bast AeEr"(WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru. Right Left Thru Right Left Thl:u Right ---~-"'-------'-'-- Lane Inside 1 1 1 1 1 Config· (left) 2 1 1 1 1 ul'ations 3 1 1 1 J 4 J 1 1 1. 1 5 1 1 1 1 6 1 ' Outside 7 Free-flow Lane Settings 2 3 1 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 1800 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? .N Efficiency Lost Factor 0,10 Hourly Volume 438 1056 680 203 1321 104 121 492 472 508 398' 58 Adjus1.ed Hourly Volume 438 1056 172 203 1425 0 121 492 34 508 456 0 Utilization Factor 0.12-0.18 0.10 0.06 0.24 0.00 0.03 0.12 0.02 0.14 0.11 0.00 Critical Factors 0.12 0.24 0.12 0.14 ICURatio = 0.72 LOS= C Turning Movements at Intersection of: EI Camino Real and Alga Road/A"iara Parkway -Time; 4:45 PM to 5:45 PM North Approach ,EI Camino Real Date: 08/09/07 D~y ; Thursday 2868 Total Name; Raul) Alfonso 1628 1240 Subtotals , 5 Slib. 104 1321 203 Sub - To~ totals J + ~ totals Totals W E -e 940 ~ t a s 2025 0 121 -58 s t 1085 492 --41>-t '11.\ 398 964 472 t r 508 14 2348 A North A p 1384 P P "I t r p r r 438 1056 680 Alga Road/Avial'a Parlnvay 0 Subtotals 2287 2174 Total 4461 South Approach Note: Left-turn volumes include U-turns. U"turns in bold. City: CARLSBAD N-S Direction: AMBROSIA LANE E-W Direction: AVIARA PARKWAY AMBROSIA LANE Southbound Start Time Right I Thru I Left Factor 1.0 I 1.0 I 1.0 07:00 AM 2 0 5 07:15 AM 0 0 4 07:30 AM 2 0 8 07:45AM 0 0 12 Total 4 0 29 08:00AM 3 0 6 08:15 AM 3 1 14 08:30 AM 1 1 14 08:45AM 1 2 13 Total 8 4 47 *** BREAK *** 04:00 PM 2 0 16 04:15 PM 1 0 13 04:30 PM 1 0 12 04:45 PM 1 0 19 Total 5 0 60 05:00 PM 2 0 15 05:15 PM 2 1 19 05:30 PM 5 1 20 05:45PM 4 0 17 Total 13 2 71. Grand Total 30 6 207 1 Apprch % 12.3 2.5 85.2 Total % 0.8 0.2 5.8 Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, CA. 92780 roups nn e -G P . t d VEHICLES AVIARA PARKWAY AMBROSIA LANE Westbound Northbound Right I Thru I Left Right I Thru I Left 1.0 I 1.0 I 1.0 1.0 I 1.01 1.0 3 71 0 2 0 4 2 82 2 0 0 0 4 75 1 5 1 0 5 112 1 3 1 0 14 340 4 10 2 4 9 110 0 2 1 2 5 97 4 4 1 3 8 99 2 1 0 0 14 90 5 2 1 3 36 396 11 9 3 8 20 125 5 10 2 3 23 99 4 5 1 1 43 85 4 1 0 0 21 46 6 2 0 2 107 355 19 18 3 6 22 72 10 2 0 0 32 109 5 4 0 1 32 101 4 3 1 1 30 91 9 5 1 1 116 373 28 14 2 3 273 1464 62 1 51 10 21 1 15.2 81.4 3.4 62.2 12.2 25.6 7.6 41.0 1.7 1.4 0.3 0.6 File Name : H0806044 Site Code : 00000000 Start Date : 6/17/2008 Page No : 1 AVIARA PARKWAY Eastbound Right I Thru I Left Int. Total I 1.0 I 1.0 I 1.0 -~ 0 38 1 0 61 1 152 0 46 2 144 0 55 1 190 0 200 5 612 0 81 4 218 2 89 8 231 1 75 3 205 1 102 4 238 4 347 19 892 2 132 3 320 0 129 2 278 0 76 2 224 0 67 2 166 2 404 9 988 1 84 2 210 1 126 4 304 2 125 3 298 0 105 2 265 4 440 11 1077 10 1391 441 3569 0.7 96.3 3.0 0.3 39.0 1.2 Transportation Studies, Inc. 2680 Walnut Avenue SuiteC _ Tustin, CA. 92780 \4--A-.~.~ File Name : H0806044 Site Code : 00000000 Start Date : 6/17/2008 Page No : 2 AMBROSIA LANE AVIARA PARKWAY AMBROSIA LANE AVIARA PARKWAY Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left I App. Right I Thru I Left I ¢~~i Right I Thru I Left I ¢~~i Right I Thru I Left I ¢~~i Total Peak Hour From 07:00 AM to 08.45 AM -Peak 1 of 1 Intersection 08:00 AM Volume 8 4 47 59 36 396 Percent 13.6 6.8 79.7 8.1 89,4 08:45 1 2 13 16 14 90 Volume Peak Factor High Int. 08:15 AM 08:00 AM Volume 3 14 18 9 110 Peak Factor 0.819 11 443 9 3 8 2.5 45.0 15.0 40.0 5 109 2 3 08:15 AM o 119 4 3 0.931 iLAN!:: Out ~ Total ~TOTIJ I I 8 4 47 Right Thru Left ~ 1 L~ T North p/17/2008 8:00:00 AM r 6/17/2008 8:45:00 AM VEHICLES ~l T r~ Left Thru Right 1 '2i 91 I I ~ 20 ~ Out In Total' AMBROSIA LANE 20 . 4 347 1.1 93.8 6 1 102 08:45AM 8 1 102 0.625 19 5.1 4 4 370 107 107 0.864 Int.I Total 892 238 0.937 AMBROSIA LANE Southbound Start Time Right I Thru I Left I ¢~~i Transportation Studies, Inc. 2680 Walnut Avenue Suite C Tustin, CA. 92780 AVIARA PARKWAY AMBROSIA LANE Westbound Northbound Right I Thru I Left I ¢gfai Right I Thru I Left I ¢~~i Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1 Intersection 05:00 PM Volume 13 Percent 15.1 05:15 2 2.3 Volume 2 1 Peak Factor High Int. 05:30 PM Volume 5 Peak Factor 71 82.6 19 20 86 22 26 0.827 116 373 22.4 72.1 32 109 05:15 PM 32 109 28 517 14 2 5.4 73.7 10.5 5 146 4 0 05:45 PM 5 146 5 0.885 •• ~, '~~.n LANe ~ 86 ~ Out ~ Total 1 1 1 131 21 711 Right Thru Left 1J I 4 .... T North p/17/2008 5:00:00 PM ~/17/2008 5:45:00 PM VEHICLES ~l T r~ Left Thru Right I 3~ 141 ~~~ Out In Total AMBROSIA LANE 3 19 15.8 1 5 7 0.679 14-f E·i., File Name : H0806044 Site Code : 00000000 Start Date : 6/17/2008 Page No : 3 AVIARA PARKWAY Eastbound Right I Thru I Left I ¢bt~i Int.I Total 4 440 11 455 1077 0.9 96.7 2.4 1 126 4 131 304 0.886 05:15 PM 1 126 4 131 0.868 IA\rvl 4- Vi ill .&:2. ~4 ~.J "<. EJ:ID;]-~ ---' l~!3E}- .--:--L.:;U:::.J ~ ~ ~ leu All. A MOVE CAPACITY leu MOVE .' ',~ ~ Acco' 01;1 ,3 ~ 0·1) \ • 6%cC 0,03-'-: ''ECO V ~ " . "$,10 0\0\ --\-OJf) ,.. #'OJ-b ICU Alt. B CAPACITY La.S. No ml1l0st,lcn 1-t) oS p... LO.S. ~ ~MlUgaUOn _1l..1 lCU eX\S-rIN' /~M f6Ai-L ~Ol.{lt MOVE LO.5. MiIlgaUon * 110 seALS i- leu Alt. G CAPACITY [err "<tul ~2 ~< 'iC-l :[ ~ El.@}-! ....----r;--, / ~I~~ '=:"l=_~_ ~ --- ICU Alt. A MOVE! CAPAC[TY lCU MOVE -..:.. ~, Qii ~"4:' -Ao:n', r· ~ iI ' Q.P'l L.-~. iW Ib.DA .~ ~ IO!Of + ()Jo -" In.~\ leu Alt. B CAPACITY LO.S. No mlllgatlon }.o$ ~ LQ;5. __ !.IllIaltllon ----=" ICU -S)<. \~T\ J-j (. PM ~b6..\< L\cv. MOVE LO.S. MllIgallon V J A..i2-1~ V }LW l> • F ~ ~ HO SCALE t leu AIL e CAPAClTY [CU 'U :> Gl rn o ." '-URBAN S.YSTEMS j -..t- ~»4 -~ RICK ENGINEERING. TURNING MOVEMENT ANALYSIS ity: Carlsbad. lterseclion of: N/S Street: EI Camino Real EfW Street: Dove Lane ountDate: }8/09/07 Day: Thursday Weather: Sunny File: 2007 Int # 14 Data Collected by: Steven, David Traffic Control: Signalized South Approach (NB) North Approach (SB) 'Vest Approach (EB) nd of 15 lin. prd. :15M1 :30 A1\'1 :45 At .... ! :00 AI"! :15.M-i :30AM :45 Alvf :OOAM * : 15 }-\]\·1 * :30 AI ... ! * :45AM * :00 A1 .... 1 llax. 15 min. 'k. Hr. Vol. :45 AM Peak :45 AI\'1 Hour :45PM ·:00 PI'll ·:15 PM ·:30 rrvl .:45 PlvI ;:00 Ptvl * d5PM * ;:30 PIvl * ;:45 PI',,1 * i:OOPM ;:15 Piv[ ;:30 PIvI .1m<. 15 rnin. 'k. HI'. VoL k45 PM Peak ;:45 PM Hour Left U-Trn Thru Right Peds Left U-Trn Thru . Right Peds Left U-Trn Thru Right Peds 1 . 0 53 2 0 1 0 82 4 0 1 0 1 1 2 1 . 0 58 0 0 5 0 122 8 0 .. 4' 0 1 2 0 2 0 97 3 0 6 1 164 6 0 . 9 0 0 1 0 0 1 145 0 0 2 0 203 18 . 1 11 0 1 3 0 3 a 168 2 0 8 0 194 14 1 9 0 1 1 0 3 2' 204 1 0 6 1 208 27 1 8 0 1 3 0 1 1 212 4 0 6 1 236 28 0 23 0 0 5 2 6 1 322 5 1 4 '0 269 21 0 19 0 5 5 1 5 4 194 0 0 10 1 254 8 0 20. 0 1 . 5 0 ~ 6 2 224 . 1 .3 18 1 207 14 0 20 0 2 4 0 10 0 171 1 1 10 I 27& 25 0 13 ·0 1 3 2 15 1. 270 1 0 10 0 295 30 0 13 0 1 7 0 15 4 322 5 3 18 1 295 30 1 23 0 5 7 2 27 7 911 7 5 42 3 1008 68 o· 72 0 9 17 3 -----------~---~ ---~ Intersection Traffic in Pk. Hr. 2305 Peak Hr. Factor 0.83 Intersection Pdstms in Pk. Hr. 8 31 7 183 6 2 16 ] 274 36 0 42 0 6' 27 2 26 4 227 5 O· 19 2 310 45 .. () 33 0 6 30 2 25 4 223 9 0 13 1 285 53 1 43 0 .4 22' 3 26 3 205 9 . 0 25 3 355 36 0 40 0 6 22 1 . 29 5 . 255 .8 1 24 3 310 44-1 35 0 6 33 . 1 27 .4 216 12 0 19 2 341 57 0 44 0 6 23 0 16 4-238 11 0 13 2 434 61 0 48 0 6 19 0 28 7 215 12 0-21 5 '334 55 0 42· 0 5 27 0 27 2 223 8 2 21 3 386' 51 0 36 0 7 31 0 22 3 1&8 ;5 0 24 3 282 51 I 50 0 .., 34 0 .3 15 4 167 7· I 18 4 309 42 0 41 . 0 7 29 1 19 3 181 11 0 16 6 208 4-1 0 35 0 5 21 0 31 7 255 12 2 25 6 434 61 I 50 O. 7 34 3 98 17 892 43 2 .... 74 12 1495 . 224~O_ c..l7~_ (J_ 24 lOO . 0 -- liltersection Traffic in Pk. .Hr. 3332 Peak Hr. Factor 0.95 Iritersection Pdstrils in Pk. Hr. 7 Page 1 of3 East AEEroach Q:VB} 15 min Total Left U-Trn Thru Right Peds Vehicles Peds 4 a 0 3 2 153 4 1 0 1 4 0 207 0 7 0 0 11 2 307 2 8 0 1 13 0 406 1 6 0 0 10 a 416 1 8 0 1 9 1 482 2 12 0 4 13 0 546 2 10 0 6 19 0 692 2 13 0 1 17 0 533 0 15 0 3 14 0 531 3 19 0 4 13 0 549 3 10 0 6 9 0 668 0 19 0 6 19 2 692 4 57 0 14 63 0 2305 8 30 0 7 15 0 681 4 18 0 3 15 0 743 2 13 0 6 11 0 , 712 4 14-0 5 14-0 763 1 14 0 2' 11 o· 779 3 24 0 10 14 0 799 0 13 0 4 12 () 881 0 21 0 5 28 3 805 3 22 0 7 23 2 847 4 18 0 6 6 0 696 I 7 0 7 13 0 670 2 21 0 3 8 0 578 0 30 0 10 28 3 881 4 80 0 26 '77 , '. '5 3332 7 ~~ -f-~) EI Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr, Time Period: South AeQI' (NB) NOlth Appr (SB) West AEEr (EB2 7:45 AM to 8:45 AM Left Thru Right 'Left Thru Right -----'--""'- Left Thru Right Lane Inside 1 1 1 1 Config-(left) 2 1 1 1 1 urations 3 1 J 4 1 1 " ] 1 5 6 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 Are the NorthlSouth phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 34 911 7 45 1008 68 72 9' 17 Adjusted Hourly Volume 34' 918 0 45 ]076 0 72 26 '0 Utilization Factor 0.02 0.]5 0,00 0.03 0.18 0,00 0.04 0.Q1 0.00 Critical Factors 0,02 0.18 0.04 ICURatio = ,0.38 LOS= A Page 2 of3 East AEEl' (Wm ,Left Thru Right --~~ 1 1. 1 1 ] , 0 1800 2000 0 57 14' 63 57 77 0 0.03 ' 0.04 0.00 I 0.04 Turning Movements at Intersection of : EI Camino Real llnd Dove Lane I , Time :'7:45 AM to 8:45 AM North Approach EI Camino Real Date: 08/09/07 Day: Thursday 2170 Total Name: Steven, David 1121 1049 Subtotals 3 Sub -68 1008 45 Sub - To~ totals J t ~ totals Totals W e 109 ~, L s' 207 0 72 63 t 98 9 ~ t +-14 134 17 t t 57 0 192 A North p 58 P ~ t r 34 911 ,7 Dove La'ne 7 Subtotals 1089 952 Total 2041 South Approach Note: Left-turn volumesiilclude U-turns, U-turns in bold. E a s A P p r EI Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization , PIc. Hr. Time Period: South AI!Qr {NB) North Appr (8B) West A2~1' (EB) 4:45 PM to 5:45Plvr Left ~ Right Left Thru Right Left Thru Rif!ht ------""- Lane Inside 1 1 1 1 Config ~ (left) 2 1. 1 I 1 llrations 3 1 1 ' 4 1 1 1 1 5 6 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 I 1 0 Capacity 1800 6000, 0 1800 6000 0 1800 2000 0 Are th~ North/South phases split (YIN)? N Are the East/West phases split (YIN)? 'N Efficiency Lost Factor 0.10 Hourly Vol"tlme 115 892 43 86 1495 224 170 24 100 Adjusted Hourly Volume 115 ' 935 0 86 1719 0 170 , 124 0 Utilization Pactor 0.06 0.16 0.00 0.05 0.29 0.00 0.09 0.06 0.00 Critical Factors 0.06 0.29 0.09 leu Ratio = 0.59 LOS= A P~ge30f3 East A212r (WB} Left Thrll Right 1 1 1 1 1 0 1800 ,2000 0 80 26 77 80 103 0 ,0.04 0.05 0.00 0.05 Turiling Movements at Intersection of: EI Camino Real and Dove Lane w -e s t A P 'p r Time: 4:45 PM to 5:45 PM Date: 08/09/07 Day: Thursday , Name: Steven, David Sub - To~ totals 348 642 0 294 Subtotals Total North AF'proach 1805 224 1495 ,J ,t 170 --.t 24 ~ 100 t i t North t 115 892 17 1692 1050 2742 South Approach '2956 12 . 86 ~ r 43 El Camino Real 1151 t 77 +-26 r 80 Total. Subtotals Sub - totals· Totals 183 0 324 J41 Dove Lane Note: Left-turn volumes include U-turns. U-turns in bold. E a s A P p r {j)PROJECT DESCRIPTION : ~ -. : . . . @ EXISTING PLUS PROJECT LOS WORKSHEET From: Sent: To: Subject: Stan Weiler [stanweiler@hwplanning.com] Tuesday, July 10,200710:43 AM Sam Kab Bridges at Aviara/Zone 21 LFMP -Brief Project Description Attachments: Brief Project Description.doc Sam, Attached is a project description for the seniors project. STAN WEILER, AICP HOWES, WEILER & ASSOCIATES 5927 BALFOUR COURT, SUITE 202 CARLSBAD, CA 92008 . PHONE-760.929.2288 EXT. 402 FAX-760.929.2287 MOBILE-760.801.4678 stanweiler@hwplanning.com [@J Project Description The Bridges at Aviara is a unique community for seniors that combines a beautiful setting with the services of a high-end resort, and the added benefits of fee-title home ownership. Two community buildings form the core of a 20-acre campus, surrounded by 40 acres of habitat open-space. An architecturally-inspiring bridge over Poinsettia Lane COlmects eleven surrounding residential buildings that house The Bridges' 428 condom.inium units ("Units"). Extending the aesthetics of the "bridges" theme, each building has interconnecting walkways and bridges over water features around the project. With the look and feel of a Tuscan resort, Tlte Bridges at Aviara will provide exquisitely-built residenGes, combined with high-end, resort- quality services for an exceptional life style alternative for seniors living in Carlsbad. The residents of Tlte Bridges at Avim'a, with an anticipated median age of 70 years, will enjoy the comforts of a wide range of services provided on-site, all of which are included in every resident's "Service Agreement". The Service Agreement includes fine cuisine dining at two different restaurants (for breakfast, lunch and dinner, 365 days a year), weekly housekeeping and ongoing maintenance of the individual Units, an extensive wel1ness program, a social activities program with numerous daily events arid community outings, transportation services for shopping, church attendance, beach trips and similar activities, and full access to all the community facilities. Included in the community facilities are a state-of-the-art exercise room, a movie theater, spa, beauty salon, barber shop, an arts-and-crafts room, a billiards room, a woodworking shop, a computer room, numerous card rooms, a large multi-purpose room for community events, and facilities for administrative services such as the Iuail room. Outdoor amenities include pools, putting green, lawn game areas, gardening are?-and specified areas for dogs. The economics of Tlte Bridges at Aviara's financial program are very compelling for residents~ offering a unique and much-needed alternative for seniors who desire to live in Carlsbad. Typically, Continuing Care Retirement Communities (CCRCs) impose asset-draining financial burdens, and provide no opportunity for fee-title home ownership: Residents of The Bridges at Aviara will have fee-title ownership of their Units and therefore enjoy the benefits of appreciation in real estate values. Many people have built their net worth primarily from rea1 estate investment and they are reluctant to enter a CCRe in which residents invest in a unit, assign the bulk of their net worth to the developer, and are returned only a fraction of their original investment. Similarly, traditional straight "monthly rental" communities are extremely unattractive alternatives for senior residents. High monthly fees do not help residents to build or maintain their asset base. Clearly, purchasing a Unit at The Bridges at Aviara offers significant financial advantages over other alternatives. Baby-boomer demographics are well-established: they have chosen healthier life styles for most of their lives, reflected in their choices of diet, exercise and balanced living. They are predicted to lead longer, healthier lives. Moreover, they make smart investment decisions, have high expectations for quality of life, and are willing and able to pay for it. These requirements will challenge local governments throughout the State to come up with high-quality retiremerit alternatives in the coming years. The size of this potentially un-served demogi:'aphic market, combined with difficulty of approval of senior communities because of regulatory constraints, ~ A~ l' requires long-term planning. The average age of residents moving into Tlte Bridges at Aviara will be in the 70 to 7S-year range, the segment of this market in which the demographics are most overwhelming. Tlte Bridges at Aviara offers the City of Carlsbad' a unique opportunity to become a leader in addressing this pending crisis of senior housing shortages. The City will be, proud t6 offer a senior community that will essentially set the standard in providing high-quality senior housing with exceptional services, not only to long-time Carlsbad residents w.ho wish to continue living in the City of Carlsbad, but also to those for whom Carlsbad offers all of the high-quality life-style choices they desire in their senior years. Jw 5 Southbound Ramps at Poinsettia Lane Lane Configuration fol' Intersection Capacity Utilization Pk. Hr. Time Period: South AQQI' ~NB) 7:30 AM to 8:30 AM:' ~ Thru Right Lane Inside ] Config" (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings 0 0 0 Capacity 0 0 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? ·N Efficiency Lost Factor 0.10 Hourly Volume 0 0 Adjusted Hourly Volume 0 a Utilization Factor 0.00 0.00 Critical Factors 0.00 Jeu Ratio = 0.49 (0. SO i Turning'Movements at Intersection of: A P P r Time: 7:30 AM to 8:30 AM Date: 07/18/07 Day: Wednesday Name: Robert) Dolores 'Sub ~ To~ totals 918 1376 458 o Subtotals Total 0 0 0.00 0 366 92 North ApP! (SB) West AQI2I' (EB l East AeEr (WB ~ Left Thru Right Left Thru Right Left Thru Ri ght ] 1 1 I 1 1 1 1 I 1 1 2 0 1 0 2 ] 2 2 0 3600 0 1800 0' 4000 1800 3600 4000 0 (x7» 279 9 354 0 366 92. C-1AC\) 361 564 0 288 0 354 a 366 92 361 564 a 0.08" 0.00 0.20 . 0.00 0.09 0.0'5 0.10 0.14 0.00 Co ,ro~) '0.20 V-' 0.09 v,.,. 0.10 ( 01"\\) ·A 'A) 1·5 Southbound Ramps and Poinsettia Lane North Approaqh 64.2 354 9 J t ~ t -+ t North i t 0 0 0 458 0 458 South Approach 1-5 Southbound' Ramps 642 0 0 2~\?) L: 0 ~ 564 .~ 361 (-\-\1) i 0 4 Total Subtotals Sub ~ , totals 925 649 Poi.nsettia Lane Totals 1574 Note: Left-turn volumes include U-turns, U-turns in bold, E a s t A P P J' I~5 Southbound Ramps at Poinsettia Lane Lane Configuratio~ for Intersection Capacity Utilization South Appr (NB) West Appr (BB) Pk. Hr. Time Period: 4:45 PM to North Appr (SB) 5:45 PM , Lane Config - urations Inside (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity ,0 0 0 0 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 0 0 Adjusted Hourly V,olume 0 0 Utilization Factor 0.00 0.00 Critical Factors 0.00 TCU Ratio = 0.53 (O.S'k 1 0 2 0 1 0 2 1 0 3600 0 1800 0 4000 1800 N N (:J(\t\) 0 335 1 164 0 683 ' 147 0, 336 0 164 0 683 147 0.00 0.09 0.00 0.09 0.00 0.17 0.08 0.00 0.09 (~,\O ) 0.17\/' LOS= , A f-i)$.;;: ,A) Page 3 of3 East Appr (WB) 1 1 2 3600 1 1 2 4000 0\S) 601 637 601 637 0.17 0.16 0.17 (0 ;i~1) 0 0 0 a 0.00 1 Turning Movements at.Intersection of: 1~5 Southbound,Ramps and, Poinsettia Lane . ' W e s t A P P r Time: 4:45 PM to 5:45 PM Date: ' 07/18/07 Day: Wednesday , Name: Robert, Dolores Sub - Totals totals ---,-- ,80] 163 ] 830 o Subtotals Total o 683 ]47 North Approach 500 164 J 't ~ --J$>-t t North ~' 't 0 0 0 749 0 749 South Approach 1~5 Southbound Ramps 500 0 0 3Wq) L 0 ~ 637 ~ 60) ~-\-\ 5) r~ a o ~ Subtotals Sub - totals 1238 1018 Poinsettia Lane -Totals 2256 Note: Left-tum volumes include U-turns. U-turns in bold. E a s t A P P I~5 No~·thbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization PIc. Hr. Time Period: South A2Er (NB) NOlth Appr (8B) 7:30AM to 8:30 AM Left Thru Right Left Thru Right Lane Inside 1 1 1 Config ~ (left) 2 urations 3 4 5 6 Outside 7 Free-flow Lane Settings 0 r Capacity 0 2000 Are the North/South phases split (YIN)? Are the Bast/West phases split (YIN)? Efficiency Lost Faotor 0.10 Hourly Volume 164 Adjusted Hourly Volut11e 165 Utilization Factor 0.00 0.08 Critical Factors lCU Ratio;' 0.61 (O.G2- 1 1 2 0 3600 0 N ·N \...-\,\'0) 707 0 707 0 0.20 0.00 0.20 0.00v-@:~6) L08= B l-oS;=. '-P) 0 0 0 0 0 0 0 0 0.00 0.00 West AEEr (BB} Left Thrl1 Right 1 1 1 1 2 0 1800 4000 0 141 ~'19:.} 09 0 141 509 0 0.08 . 0.13 0.00 0.08 y''' Page 20f3 Bast A m~r (WB) Left Thru Right 1 1 1 1· ; 0 3 1 0 6000 1800 (-I-1.5' ') (+-\q) O. 717 418 0 717 418 0.00 0.1.2 0.23 . (Cli\1.) 0.23 ( OJ-k) ! Turning Movements at Intersection of: I"5 Northbound Ramps and Poinsettia Lal£e Time: 7:30 AM to 8:30 AM North Approach 1-5 Northbound Rumps Date: 07118/07 , Day: Wednesday 559 Total --Name: Jason, LotQus 0 559 Subtotals· 0 Sub ~ 0 0 0 Sub .~ To~ totals J t 4. c ) totals Totals W -e 882 ~ t'+\'S s 1532 1 141 ~ 418 t 650 509 ----P{t~) t 'CO+-7.17 11.35 0 t r 0 0 2351 A North p 1216 'p 1 t r r 164 707 Poinsettia Lane 0 (-r\O) Subtotals 0 872 Total 872 South Approach Note: Left-turn volumes include U-tums. U-turns in bold, E a s t A P p r I~5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period': South A12Qr (NB} North Apj)t (SB) 4:45 PM to . 5:45 PM Left Thru Right Left Thru Right Lane lnside ] 1 1 Config -(left) 2 Ul'ations 3 4 5 6 0.\.Itside 7 Free-flow Lane Settings 0 ] Capacity 0 2000 Are the North/South phases split (YIN)? Are the East/West phases split (YM)? Efficiency Lost Factor 0.10 Hourly Volume 194 2 Adjusted Hourly Volum~ 0 196 Utilization Factor 0.00 0.19 Critical Factors leu Ratio:=: 0.49 ce,$\ 1 1 2 3600 N .N. (j.1-A.J "554 0 0 0 0 0 0 O. 0 0.00 0.00 554 0.15 0.15 v' 0.00. ( t~.ib) LOS = A i...o~.:=-9 0 0 0 '0 0 .. 00 West Al2l2r (EB) East A12Er (WB) Left Thru Right_ Left Thru Right 1 1 1 1 ] 1 ] 1 2 0 0 3 1 ]800 4000 0 0 6000 ·1800 (-\'"\ q) 136 884 0 0 C+\s) (-\-\'1) 978 288 136 884 0 . 0 978 288 0.08 0.22 0,00 0.00 0.16 0.16 0.08 V 0.16 (0 I \'r"\) , Tuming Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W ·-e . s t A P P r Time: 4:45 PM to 5:45 PM Date: 07118/07 Day: Wednesday Name: Jason, Lotous Sub w Totals totals 1172 2]92 0 1020 Subtotals Total North Approach 136 884 0 i 194 () o 750 South Approach o t 2 750 1·5 Northhound Ramps 426 Total 426 Subtotals o o ~ t G-\?.) ,_ 288 (+\ S) 41-97& r O r<'r JA) 554 o Sub- totals 1266 1438 Pqinsettia L:me Totals 2704 Note: Left-tum volumes include U-turns. U-turns in bold. E a s A p P r Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilizatiol1 Pk. H.r. Time Period: South AI2Qr {NB) North Appr (SB) West AE12r (EB) . 7:30AM to 8:30AM ~ Thru Right Left Thru. Right Left Thru Right Lane Inside J 1 ] 1 Conflg ~ (left) 2 1 I J 1 I uratiol1s 3 1 4 I 5 1 6 Outside 1 Free-flow Lane Settings 1 1 0 1 1 0 2 2 1 Page 2 of3 East A2Er (WB) Left Thru Right 1 1 1 1 1 2 0 Capacity 1800 2000 0 ] 800 2000 0 3600 4000 1.800 1800 4000 0 Are the North/South phases split (YIN)? . N Al'ethe East/West phases split (YIN)? N Efficiency Lost Factor 0.1 0 Hourly Volume 42 9 9 53 ( \2:) (:r34-) 6 328 167 ·t07l 19 5 851 65 Adjusted Hourly Volume 42 18 0 53 334 0 167 1071 19 5 916 0 Utilization Factor 0.02 0.01 0.00 0.03 0.17 0.00 0.Q5 0.27 0.01 0.00 0.23 0.00 Critical Factors 0.02 ;/' 0.17 ......... 0.05 v' 0.23 ((!)/)-4 J. .reu Ratio = 0.57 LOS= A . (Ot 58 /.....t:JS:::: ~ ) !uming Movements at Intersection of: Pnseo Del Norte and Poinsettia Lane Time: 7:30 AM to 8:30 AM North Approach Pllseo Del Norte· Date: 07/18/07· Day: Wednesday 628 Total ·Name : David, Trinidad 387 241 Subtotals , 0 Sub -328 6 53 . Sub - T~ totals J. t ~ totals --W -e 1221 . ~ L s 2478 0 167 -W-\<6) ·t (+~-9 ~ 65 t 1257 1071 851 921 19 t r 5 0 A North p 1133 P ~ t r r 42 9 9 Poinsettia Lane 0 Subtotals 30 60 Total 90 Totals 2054 South Approach Note: Left-turn volumes include U-turns. U-turns in bold. E a s t A P p r Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: 4:45 PM to South Appr (NB) North Appr (SB) West Appr (BB) 5:45 PM Lane Config ~ urations Inside (left) Outside Free~f1ow 2 3 4 5 6 7 Lane Settings . . 1 0 1 1 o 2 ·2 1 Capacity 1800. 2000 0 1800 2000 o . 3600 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (YIN)? N Efficiency Losi Factor 0.10 Hourly Volume 18 5 7 119 Adjusted Hourly Volume 18 12 a 119 Utilization Factor 0.01 0.01 0.00 0.07 Critical Factors 0.01 ,/ leu Ratio = 0.64 (£;h%' L08= -B l-eS.-=-~ Cof'S?) 16 288 458 1024 46 304 0 458 1024 46 0.15 0.00 0.13 0.26 0.03 0.15.v 0.13 v Page 3 of3 Bast Appr rWB·) . 1 r 1 2 . 1800 4000 (.-r J.1) 7 923 7 995 0.00 0.25 0.25 (b, ~£) o O· 72 0 0.00 J Turning Movements at Intersection of: . Paseo Del Norte and Poinsettia Lan'e W -e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/18/07 Day: Wednesday Name: David, Trinidad Totals 2757 Sub - totals 1229 1528 o Subtotals Total North Approach Pasco Del Norte , 288 J 458 -.f ) 1024 -+Ct1' 46 t ~ 18 0 69 99 South Approach 958 423 535 0 16 119 + ~ . L t (t~1)+- North r t I 5 7 30 n 923 7 o Total Subtotals Sub· totals 1002 ]150 Poinsettia Lane Totals 21.52 Note: LefHurn volumes include U-turns. U~turns in bold. E a S t A P p r Aviara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization . Pic. Hr, Time Period: South A~er (NB) North Appr (SB) 7:45 AM to 8:45 AM Left Thru Right Left ~ Righ.t. Lane lnside 1 I Config -(left) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 2 2 Capacity 3600 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 . Hourly Volume 257 215 Adjuste9 Hourly Volume 257 223 Utilization Factor 0.07 0.06 Critical Factors. 0.07 ,/ lCU Ratio:::: 0.44 (£./15 1 1 0 1 0 1800 N .N ·8 33 o . 33 0.00 0,02 L08= . A !-oS';;::: Ij) 1 1 1 2 0 4000 0 140 60 200 0 ·0.05 0.00 0.05 v" West A~pr (BB} Left Thru Right 1 1 . 1 1 1 2 1 2 3600 2000 3600 (t\S) 505 250 247 505 250 247 0.14 0,13 0.07 0.14 y K~.· (::-;.'f-.... Page 2·of3 ptc~t: ('l East A EEr (WB) Left 'f:hru Right 1 1 1 1 1 2· 0 1800 4000· 0 8 (~f2,4-) 24Ci 75 8 321 0 0.00 0.08 0,00 0.08 (O.,oGl) i Turning Movements at I~tersection of: Aviara Parltway and Poinsettia Lane w -e s t A P P r Time: 7:45 AM to 8:45 AM Date: 07117/07 Day: Tuesday Name: Lance, Robert Sub ~ Totals ~ 566 1568 1002 3 Subtotals Total North Approach A viara Parkway. 1025 233 792 o 140 33 t ~ L 75 t (.~) ~46 North. t 8 t r 257· 215 o 8 394 480 874 South Approach 1 Total Subtotals Sub" to.tals . 329 292 Poinsettia Lane 'Totals 621 Note: LefHurn volumes include U-turns. U-turns in bold. E a s A P P Aviara Parkw~y at Poinsettia Lane Lane. Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South A2QI' (NB) North Appr (SB) West A212l' (EB) 4:45PM to 5:45PM Left Thru Right. Left Thru Right Le.ft Thru Right Lane Inside 1 1 1 1 Conflg· (left) 2 1 1 '1 urations 3 1 ] 1 1 4 1 1 1 5 1 6 Outside 7 Free-flow Lane Settings 2 2 0 1 2 0 2 1 2. Capacity 3600 4000 0 1.800 4000 0 3600 2000 3600 . Are the North/South phases split (Y!N)? N Are the East/West phases sp lit (YIN)? N (1"'3~) Efficiency Lost Factor 0.10 Hourly Volume 295 . 183 9 107 427 406 127 273 373 Adjusted Hourly Volume 295 192 0 107 833 0 127 273 373 Utilization Factor. 0.08 0.05. 0.00 0.06 0.21 0.00 0.04 0.14 0.10 Critical Factors 0.08 v 0.21v 0.14 (0,\5) leu Ratio = 0.54 LOS= A Q8~5' Page 3 of3 East Al:n~r (WB) Left Thru Right 1 1 1 1 1 2 0 1800 4000 0 (A'll) 12 238 54 12 292 0 0.01 0.07 0.00 0.01 v A~R .r:;:-f... X r\l\}J~r ) Turning Moveme~ts at Intersection of: ~s; 9 Aviar.a Parkway and Poi'nsettia Lane W -e s t A P P '. Time: 4:45.PM to 5:45 PM Date: 07117/07 Day: Tuesday Name: Lance, Robert Sub - To~ totals 940 1713 773 1 Subtotals Total 127 273 373 North Approach Aviara Parkway 1304 940 364 1 ~ t r 295 183 9 0 812 487 1299 South A.pproach o Total Subtotals Sub - totals 304 388 Poinsettia Lane Totals 692 Note: Le.ft-turn volumes include U-turns. U-turns in bold. E ~ ~ t A P p GllJ Gffi)- :~~ 1lliD{j\~A ~ \)-\'1:) ~ ~ , { ~;{\S.I\N"·) \....leu Alt. A ICU Alt. B MOVE ICAP ACI1'YI reu MOVE !CAPACITY! lCU ,~D,Db. ~.()f)' 0.!01 LO.S. No mlJloaUon l.-D '7 t!... LO.S. :.--E-}.\\tJgal~ . -:::;::..-- J!Li ·p;-}(\);l;jJ b A f-'" f6AK l..i,lL. + Pit.o:rE<:"1 ~ tiD SCALE i (-G~iS.1:+ \>i4-~4) \; IGU Alt. c CAPACITY! leu in.~/" v~\.. I J INC, 10,0\ ~ I· p C, Ib,01.. 'I LO.S. __ l-t?S . M1l1ga\lon N (:;::. Nu (il..~;;: !~ 6'~)51\106 p.rJ\ I( i::A-K.. -i-\-~. +. rfVO:S~G.\ (~1."'l) ~ (~tdJ1'i:Q ICU Alt. B -- MOVE! CAPACiTY lCU MOVE CAPACITY .,..---.... "-7..:::: :=0: 0,01 .. ~ A-cod . L ~ 0,,0\ ·goo .4 .~. lf2,u\ . I ~ Q,Ol +' o,/~ ". n.;)·u LO.s.. no mlllCBllon £.-07 ~ ~ l- Lq.S. __ Mlila .. lIon ICU I·).bb I ~ flO SCALE \. (~\ <;f\lJi. .t-Q r'<AfC.T 1cu AIL C MOVE CAPACiTY [CU .~ ~ .AQ?0 o.oB .(' .~4 "\ LO.S. MI!lgallon NL oloi ~c. a,ot ~~ . o~ D. .'\-k).lV -W-\ /-X;<;/Jr -u > Gl m a -n ---URBAN S.YSTEMS ,. 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Time Period: South A21~r (NB} North ApPl' (SB) West Ap12l' (EB) East A12Er {WB) 7:30AM to 8:30AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I 1 I Config ~ (Il'lft) 2 1 1 1 1 1 1 1 1 urations 3 1. 1 , 1 . 4 1 I 1 5 1 1 6 Outside 7 Free-floW Lane Settings 2 I 2 0 1 3 0 1.25 0.5 1.25 0 1 .R Capacity 3600 4000 ° 1800 6000 0 2250 1000 2250 0 :'WOO 0 Are the North/~outh phases split (YIN)? N Are the East/West phases split (YIN)? .y (""b> Efficiency Lost Factor .~O.fO \M\) ('1(']..) Hourly Volume \>!'< 358 1013 3 1 708 173 2S 0 62 0 a 3 Adjusted Hourly Volume 358 1016 O· . 1 881 0 25 0 62 0 :3 0 Utilization Factor 0.1.0 0.25 0.00 0.00 0.15 0.00 0.01 0.00 0.03 0.00 0.00 0.00 Critical Factors 0.25 0.00 0.03V 0.00 ~~l r lCU Ratio GO.38 108= A . O~¥'\ Lo>? A) 6- Turning Movements at Intersection of: El Camino Real and Camino Vida, Roble Time: 7:30 AM to 8:30 AM Date: 07112/07 Day:' Thursday Name: David, Trinidad Sub ~ To~ totals W -e 525 s 612 0 25 t 87 0 62 A P P r . Subtotals Total North Approach 882 173 708 'J .* -.t C\-'~) t -~ ~ NOlth (~i) ~) (tl!) t 358 1013 6 776 1374 2150 South Approach 1924 1 1 ~ r 3 EI Camino Real 1042 L 3 +-0 r ° Total Subtotals Sub- totals Totals 3 0 6 3 Camino Vida Roble Note: LefHUl11 volumes include U-turns. U-tums in bold. E a s A P p r EI Camino Real at Camin'o Vida Roble Lane Configuration for Intersection Capaoity Utilization Pk. Hr. Time Period: South AQ12r (NB) North Appr(SB) West AeEr (EB} 4:30PM to 5:30PM Left Thru Right" Left Thl'u Right Left Thru Right Lane Inside 1 1 1 Config -(left) 2 1. ] 1 ] ] urations 3 '1 1 1 4 1 1 1 5 1 1 6 Outside 7 Free-flow Lane Settings 2 2 0 1 3 0 1.25 0.5 1.25 Capacity 3600 4000 0 ]800 6000 Q 2250 1000 2250 Are the NorthlSouth phases split (Y M)? N Are the East/West phases split (YIN)? .y Efficiency Lost Factor . 0.1 0 (.~y (k\l~~) G-51 Hourly Volume (0)70 0 1 1403 51 247 1 521 Adjusted Hourly Volume 70 873 0 1 1454 0 247 1 521 Utilization Factor 0.02 ·0.22 0,00 0.00 0.24 0.00 ·0.11 0.0.0 0.23 Critical Factors 0.02V' 0.24V O.23V lCU Ratio = 0.59 LOS= A (1:>,$"\ . L:aS; .f) East AQEr (WBl Left Thru Right 1 1 1 0 1 0 0 2000 0 0 0 2 0 2 0 0;00 0.00 0.00 O.OO~ ) Turning Movements at Intersection of: El Camino Real and Camino Vida· Roble w e S t A P p r Time: 4:30 PM to 5:30 PM Date: 07/12/07 Day: Thursday Name: David, Trinidad Sub - To~ totals 119 888 769 o Subtotals Total 247 1 521 North Approach 1455 51 1403 J t ~ (..r\/t) -lJr.-t t North (i-5) (-1"') (.".til ) ~ t 70 873 2 1926 943 2869 2577 0 1 ~ t 0 El C~mino Real 1122 L 2 ~ 0 r 0 o Total Subtotals Sub- totals 2 . 2 Camino Vida Roble Totals 4 South Approach Note: Left-tun} volumes inolude U-turns. U-turns in bold. E a s t A P p ". EI Camino Real at' Cassia Road Lane Configuration for Intersection Capacity Utilization Pic. Hr. Time Period: South AI2l2l' (NB) North Appr (SB) West Aper(EB) 7:30 AM to 8:30 AM' 'Left Thru Right Left Thru Right Left Thru Right -----'"'-- Lane Inside 1 1 1 1 Config" (left) 2 1 1 1 1 ul'ations 3 1 1 4 1 1 1 5 6 Outside 7 Free-flow Lane Settings 1 2 1 1 3 0 1 1 0 Capacity 1800 4000 1800 1800 6000 0 1800 2000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (Y IN')? ~ -) N Efficiency Lost Faotor 0.10 (.0 '5 &1:.) Hourly Volum~ 72 1122 4 3 672 62 333 0 117 Adjusted Hourly Volume 72 1122 4 3 734 0 333 11.7 0 Utilization Factor 0.04 0.28 0.00 0.00 0.12 1/0.00 0.19 0.06 0.00 Critical Faotors 0.28 r/ 0.00/ 0.19J;.. leU Ratio = 0.58 LOS== A @It;;s LoS.;:: ~ Page 2 of3 East AQ]2r (WB) Left Thru Right 1 1 1. 0 1 0 0 2000 0 5 5 10 o ' 20 0 0.00 0.01 0.00 O;Olv ) Turning Movements at Interseotion of: EI Camino Real and Cassia Roild W e s t A P P r Time; 7:30 AM to 8:30 AM Date: 08/08/07 Day: Wednesday, Name-': Raul, Alfonso Sub H .To~ totals 134 584 0 450 Subtotals Total North Approach EI Camino Real 333'.-.t o -)'r>- 1.17 62 J 737 2205 ' 3 3 ~ L 72 1122 4 5 799 1198 1997 South Approach 1468 10 5 5 Total Subtotals Sub - totals Totals 20 0 24 4 Cassia Road Note: Left-turn volumes include U-turns. U-turns in bold. E a s t A p P El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pic Hr. Time Period: South A~l2r {NB2 NorLh AppJ' (SB) 4:45 PM to 5:45 PM Left Thl'u Right Left Thru Ri uht -----""-- Lane Inside ] 1 ] Contig· (left) 2 1 1 urations 3 1 1 4 1 1 1 5 6 Outside 7 Free-flow L~ne Settings 1 2 1 1 3 0 Capacity 1800 4000 1800 1800 6000 0 Are the North/South phases split. (Y/N)? 1'1 Are tbe East/West phases split (YIN)? 0' 1'1 ~k\q} Efficiency Lost Factor 0.10 (-\,,\1.- Hourly Volume 134 847 14 3 850 274 Adjusted Hourly Volume 134 847 14 3 2124 0 Utilization Factor 0.07 0.21 0.01 , O.Op 0.35 0.00 Critical Factors 0.07 V 0.35 O?~b rcu Ratio = 0.62 (O»b~ L08= B l-C<;~~ ,?? ) West Aeer (EB) . Left ~ Right. 1. 1 1. 1 1 0 1800 2000 0 160 0 129 160 129 0 0.09 0.06 0.00 0.09 V Page 3 of3 East Aeer (WB) Left Tim) Right 1 1 1 0 1 0 0 2000 0 9 1 ' ]0 0 20 0 . 0.00 0.01 0.00 0.01y- Turning Movements at Intersection of: EI Camino Real and Cassia Road W e s t A P p r Time: 4:45 PM to 5:45 PM Date: 08/08/07 Day: Wednesday Name: Raul, Alfonso Sub - To~ totals 409 698 289 o Subtotals Total ]60 0 129 North Approach 4127 274 1850 J t --.t. (-t--\'{) --+ t t North ~ (~-W.) t 134 847 a 1988 995 2983 South Approach 3147 3 3 ~ r~ 14 EI Camino Real 1020 L 10 +-1 r 9 Total -.--Subtotals Sub - totals Totals 20 0 34 14 Cassia Rood Note: Left-turn volumes include U-turns, U-turns ill bold, E a s t A P p r El Camino Real at Alga Road/Aviara Parkway Lane Configuration fol' Intel'section Capacity Utilization' Page 2 of 3 Pk. HI', Time Period: 7:45 Alvl to South Appl' (NB) 8:45 AM Lane Config - Llrations Inside (left.) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 2 3 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 (~") Hourly Vo.lume 153 899 Adjusted Hourly Volume 153 899 Utilization Factor 0.04 0.15 1800 N N 242 242 0.13 North Appr (SB) 2 3 0 3600 6000 0 :-rB) 74 ~on 61 74 1138 0 . 0.02 0.19 0,00 West Appr (BB) 2 2 1 3600 4000 1800 78 177 396 78 177 396 . 0.02 0.04 0.22 East Appr (WB) 2 3600 719 719 0.20 1. 'j 2 4000 369 477 0.12 0 0 108 0 0.00 . Critical Factors 0.04/ 0.1.9 t-0.22 """"0.20 v- ICU Ratio := 0.75 108= C CE;lS> ~S;':=9 I Turning Movements at Intersection of: I W -e s· t A P P Time: 7:45 AM to 8:45 AM Date: 08/09/07 Day: Thursday Name: Raul, Alfonso Sub - To~ 'totals 582 1233 651 o Subtotals Total 78 177 396 EI Camino Real North Approach 2298 1212 ~ 61 ]077 74 J. .tj ~ C\"B ~ ~ t t North , C.\t·ty) i I 153 899 242 1 2190 1294 3484 South Approach and Alga .Rond/Aviarn Parkway El Camino Real 1036 L 108 ~369 t 719 Total Subtotals Sub- totals Totals 1196 3 1691 495 Alga Road/Avinra Parkwuy Note: Left-turn volumes include U-turns. U-turns in bold. B a s t A P p r EI Camino Real . at Alga Road/Aviara Parkway . Lane COlrIiguratioll for Jntel'section Capacity Utilization Page 3 of 3 Pk. Hr. Time Period: South A~12r (NB) North Appr (SB) West A P12r (.BB) Bast AQQI' (WB) 4:45 PM to 5:45 PM Left Thl'u Right Left Thru. Right Left Thru Ri£ht Left Thru Right ---------'-'-----~ Lane Inside 1 1 1 1 1 Config· (left) 2 1 1 ] 1 lll'ations 3 ] 1 1 1 4 1 1 1 1 1 5 1 1 1 1 6 1 . Outside 7 Fre:e~flow Lane Settings 2 3 1 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 1800 3600 6000 0 .3600 4000 1800 3600 4000 0 Are the North/South phases split (YIN)? N Me the East/West phases split (YIN)? ·N (.k~) Efficiency Lost Factor 0.10 Cibd.') Hourly Volume 438 I 56 680 203 1.321 104 121 492 472 508 398' 58 Adjusted Hourly Volume 438 1056 172 203 1425 0 121 492 34 508 456 0 Utilization Factor 0.12 0.18 0.10 0.06 0.24 0.00 0.03 0.12 0.02 0.1.4 0.11 0.00 Critical Factors 0.12 (y""" 0.24V 0.12 __ 0.14 ;,./". ICURatio = 0,72 LOS= C . Q:1?--/....oS::;; 0 Turning l\~ovements at Intersection of: EI Camino Real and Alga Road/AYiara Parkway W -e s t A P p r . Time: 4:45 PM . to 5:45 PM Date: 08/09/07 D~y : Thursday Name: Raul> Alfonso slib ~ Totals totals 940 2025 ]085 0 Subtotals Total 121 492 472 North Approach 1628 , 104 1321 J t ~ (.1-"(;) ~ t t North ~ (+9) t 438 1056 0 2287 2174 4461 South Approach . . EI Camino Real 2868 1240 5 203 ~ ~'58 ~398 r 508 r 680 14 . Total Subtotals Sub ~ totals 964 1384 Totals 2348 Alga Road/Ayinl'a Parkway' Note: Left-turn volumes include U-turns. U-turns ill bold. B a s t A p p 4. ~\U <;:'(2. <::,.L\4. ~....i <:: 11"\\'1--1 BEfJ-. ~ --3 1Gn9J ~ .-;.. . ~ ~ -' G:: J(i;, "1\l'l £) leu AlL A eX\s-rIN' l~M f'64~ t-\ou~t -+-P.~~c-T * t.'vJ/ Ii-I 110 scALE ""':ll~ \-': . I V ~X1ST\ Nb';-f r..~E<:j) lCU Alt. B. ICU Alt. c MOVE ICAPACITY\ rcu \ MOVE ICAPACITYI lCU CAPACI'l'YI lCU ACCD I Glil 3 I~Dlo.r;\ l.;-I~ 10,03- tr 1.-%0 101 I) j, -+ LO.S. No mltlO!ll1on LO.S. j...ii'S p.. LO.S. ~ ... ~M1l1a'1l0n .. tiUgallon NC:::-No C JI(.:f ~ul ~:i ~< ~...l :t "'t ~~) -E)<..\~T\;-.i '- Pr"" \-,b6.r< ~. -+-P'~cr lJ -~ ". f' E:~i'~>T\}J?) \ 1 IGU Alt. --A tvrOVE CAPACiTY -..:.. ~. ~ A'O?t:'. r· ~ l...-~. ,eao 'V ~ + lCU o.li \P1 ., If;) DA Id)! o,io ~\ Lo.s. flo mlllantlon l-r>S ~ ~ !~ ~f I * ~ I NO sC~LE 1'1 -1 -. t· '-1 1 V ('!=:J(\STJ }J£.'+ fi<.c.i &:'0 leu All. B leu Alt.. e MOVE CAPACITY IClf MOVE CAPACITY [eu ::d . .::;;. Nt.:. bin I . r Me. 10,0).. .. .fI , Lr. ~-. O,D4 V NC. '1.01 , ~ +-l?,t~ ",,-' ~.?'( Lq;s-__ WlIlJo.Uon LO.S. 1-DS .(J. MlUga!\on ~ :;: N 0 G.\A.rJ~ -;0 »-Gl (ll o -n '--URBAN S.YS TEMS .-' -->.-\ .~» j(.. J.\D;--~ : -"""V El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period: South Ae~dNB) NOlth Appr (SB) West AEEr CEB) 7:45 AM to 8":45 AM Left Thnl ----Rif!ht 'Left. Thru Ri ght ----~ ~ Thru Right Lane Inside 1 1 1 1 Config -(left) 2 1 1 1 1 urations 3 1 I 4 1 1 " 1 1 5 6 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 Are the North/South phases split (Y /N)? N Are the East/West phases split (YIN.)? N (.t~J(~>1) (+4) Efficiency Lost Factor 0.10 (.tA') Hourly Volume 34 911 7 45 1008 68 72 9' 17 Adjusted Hourly Volume 34' 918 0 45 1076 0 72 26 '0 Utilization Factor 0.02 9.15 0.00 0.03 0.18 0.00 0.04 0.01 0.00 Critical Factors 0.02 y""" 0.18 f/' 0.04 v TCU Ratio = ,0.38 LOS = A J-os. :;:: A) Page 2 of3 East A1212r(Wm ,Left Thru Right -----'-'-- 1. 1. 1 1 1 ' 0 1800 2000 0 57 14' 63 57 77 0 0.03 ' 0.04 0.00 0.04 t , ,(O/b6 , Turning Movements at Intersection of : EI Camino Real and Dove Lane ! ' VI e s' t A P P Time :'7:45 AM to 8:45 AM Date: 08/09/07 Day: Thursday Name: Steven, David Sub· To~ totals 109 207 98 o Subtotals Total North Approach EI Camino Real 2170 1121 1049 34 911 7 7 1089 952 2041 South Approach o Total Subtotals Sub- totals 134 58 Dove Lane Totals 192 Note: Left-t1,ll'n volumes include U-turns, U-turns in bold, E a s A p p r OJ Cll- CIJ ~ ~ leu AIL A . MOVE CAPACl1'Y reu MOVE CAPACITY lCU ~ ~. '"'1 Ot'" V ~ D,C} ~ 'J-f4[o io.ol No wi ll(~,J'o¢. .~ 1.- . ,-,,5:09 --.. _--- LO.S. l'10 mllloaUon iJ>7k LO.S. ~ J,\llla.U~ ...... ,_._--_ ..... _-... _--.... -' .. --.. ---_.-.,-_._ .. . . :G X\ >"I(}IJ q -\-P~~6c:.T Atv'\ PGAfS l~~ HOVE LO.S. r-Ullgallon ~ He saAtJ$. (. IGU Alt. C CAPACITY lCU leu Alt. A ICU Alt. B -. -- MOVE CAPAC[TY rcu MOVE CAPACITY l;.. ~ O.ot ~ \~ ~)" '11 }.i ;>. .~. e. al pic LCs: ---r\/"'-;;< .$"" ~ . ..... t10'1 -_______ L _ LO.S. 110 milia_lion i-oS hLq.s. ~LlIUOo.l;;-- [CU G-Xi~ll,rU " -r f lZ1"c) ec.-, G:£J ~ NO SCAlE MOVE LO.s. Ml!lga!lon i- leu Alt. C CAPAC[TY [CU J I ~\F\ m ) ~ . ~ .M,- -..V~ ~ ~~ '-. URBAN S.YSTEMS-----.:..-.-:..----c----..;..-------------~ .x ~ EI Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization , Pl\:, HI', Time Period: South Am~r ~NB) North Appr (SB) West A~~r (EB) 4:45 PM to 5:45 PM Left ~ Right Left Thru Right Left Thl'u Right ------'-'-'- Lane Inside 1 1 1 1 Config" (left) 2 1. 1 ] ] ul'ations 3 1 ], 4 1 1 1 1 5 6 Outside 7 Free~flow Lan eSettin gs 1 3 0 1 3 0 1. 1 0 Capacity 1800 6000· 0 1800 6000 0 ]800 2000 0 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? .' 'N (.~) C*) '~Q) Efficiency Lost Factor 0.10 e~;q) Hourly Vol11me 115 892 43 86 1495 224 24 100 Adjusted Hourly Volume 115 ' 935 0 86 1719 ° 170 . 124 a Utilization Factor 0,06 0.16 0,00 0,05 0.29 0,00 0,09 0.06 0,00 Critical Factors 0.06 v' 0.29 J,-,/ 0.09 ~I\U) ICURatio = 0.59 LOS== A (0.60 1-0).:;::" P~ge 3 of3 EastAEEr (WB) Left Thru Right 1 1 1 1 1 0 1800 .2000 0 80 26 77 80 103 0 .0.04 0.05 0,00 0.05 t-- Turiling Movements at Intersection of: 10 El Ca'lllino Real and DoveLane Time: 4:45 PM to 5:45 PM North Arproach El Cumino Real Date: 08/09/07 Day: Thursday '2956 Total Name: Steven, David 1805 1151 Subtotals 12 . Sub" erh\;r 1495 86 Sub" To~ totals .t ~ totals' W -348 ~l-\i)). t e (~b) s 642 0 170 77 t 294 24 -\1>--t ~26 183 100 t r-80 0 A lrl p 141 'p ~ r r 115 892 . 43 Dove Lane 17 Subtotals 1692 ]050 Total 2742 Totals 324 South Approacb Note: Left~tl1rn volumes include U-turns. U-tUI"llS ill bold, E a s A P p The Bridges at Aviara Acacia Investors 004305 APPENDIXB YEAR 2010 WORKSHEETS ©Urban Systems Associates, Inc. . July 29, 2008 4305-Report _D. wpd The Bridges at Aviara APPENDIX B & C INPUTS AND ASSUMPTIONS FOR INTERSECTION CAP ACITY ANALYSIS. USING THE HIGHWAY CAPACITY MANUAL (HeM) METHOD .. o Arrival Type ::= 3-5 (Arrival type 5 used at all locations). o Cycle Length (C)::= Min. 120-140 seconds (as determined by City Traffic Engineer). o Ideal Saturation Flow Rate for HCM software = 1,800 pcphplleft-turns, 2,000 pcphpl through movements. . o Yellow Interval = 4 sec. o AU-Red = 1 sec. o . Mininllun Heavy Vehicles = 2%. o Peak Hour Factor (PHF) = 0.95. o I-Value = 1.00 (If lower than 1.00 additional data provided to quantify the upstream V Ie of contributing lane groups). Note: For major intersections, an extra data page is provided showing the Saturation Flow Rate and I-Value used. . Short Report Page 1 Of~ ~ \'0 ., SHORT REPORT ~~ General Information Site Information ~nalyst USA I Intersection POINSETTIA LANEII-5 SB RAMPS Agency or Co. USAI IA.rea Type All other areas Date Performed 06120108 Time Period AM PEAK HOUR Jurisdiction CARLSBAD Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L T L LT R Volume (vph) 360 105 516 825 292 0 200 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIA) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tYl2e 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 50 0 0 50 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly Thru & RT 03 04 SB Only .06 07 08 Timing G = 25.0 G = 40.0 G= G= G = 40.0 G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB ~dj. flow rate 379 58 543 868 92 215 158 Lane group cap. 1244 500 678 2178 559 560 500 vIc ratio 0.30 0.12 0.80 0.40 0.16 0.38 0.32 Green ratio 0.33 0.33 0.21 0.58 0.33 0.33 0.33 Unif. delay d1 29.7 27.7 45.1 13.6 28.2 30.6 29.8 Delay factor k 0.11 0.11 0.34 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.1 6.8 0.1 0.1 0.4 0.4 PF factor 0.667 0.667 0.825 0.120 0.667 0.667 0.667 Control delay 19.9 18.6 44.1 1.7 18.9 20.8 20.2 Lane group LOS B B D A B C C Apprch. delay 19.8 18.0 20.3 Approach LOS B B C Intersec. delay 18.8 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f L)l1Ul L .v..qJUl L ... -O ....... ~ ...... \ SHORT REPORT General Information ~ite Information Intersection POINSETTIA LANEII-5 SB ~nalyst USA I RAMPS ~gency or Co. USAI Area Type Ali other areas Date performed 06119107 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT rH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L T L LT R !Volume (vph 360 105 535 825 300 [J 200 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 !Actuated (PIA) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume O· 50 0 0 50 Lan'eWidth ·12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/G rade/Parki ng N 0 N N 0 N N N N o· N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WBOnly Thru & RT 03 04 SB Only 06 07 08 Timing G = 25.0 . G = 40.0 G= G= G::: 40.0 G= G= ·G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delc!y, and LOS Determination EB WB NB SB IAdj. flow rate 379 58 563 868 158 166 158 Lane group cap. 1244 500 678 2178 559 562 500 'vIc ratio 0.30 0.12 0.83 0.40 0.28 0.30 0.32 Green ratio 0.33 0.33 0.21 0.58 0.33 0.33 0.33 Unif. delay d1 29.7 27.7 45.5 13.6 29.4 29.6 29.8 Delay factor k 0.11 0.11 0.37 0.11 0.11 0.11 0.11 Inerem. delay d2 0.1 0.1 8.6 0.1 . 0.3 0.3 0.4 PF factor 0.667 0.667 0.825 0.120 0.667 0.667 0.667 Control delay 19.9 18.6 46.1 1.7 19.9 20.0 20.2 Lane group LOS B B D A B C C IApprch. delay 19.8 19.2 20.1 ~pproach LOS B B C Intersec. delay 19.5 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf \ r1TT 1 \T 1n / ,",An _II~.~ __ \~ _ • ___ .\ _~1_An L __ _ r:./i 0 r') ('\(\'7 Short Report SHORT REPORT General Information Site Information Analyst. USAI Intersection POINSETTIA LANEII-5 S8 RAMPS !Agency or Co. USAI IArea Type All other areas Date Performed 0.6120.10.8 Time Period PM PEAK HOUR Jurisdiction CARLSBA[) Analysis Year YEAR 20.10. NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0. 2 1 2 2 0. 0. 0. 0 1 1 1 Lane group T R L T L LT R Volume (vph) 10.85 185 335 695 60.1 2 30.0. % Heavy veh 2 2 2 2 2 2 2 PHF 0..95 0..95 0..95 0..95 0..95 0..95 0..95 Actuated (P/A) A A A A A A A Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. Ext. eff. green 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. [Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0. 3.0. 3.0. 3.0. 3.Q. 3.0. 3.0. Ped/Bike/RTOR Volume 0. 110. 0. D· 75 Lane Width 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. Parking/Grade/Parking N 0. N N 0. N N N N 0. N Parking/hr Bus stops/hr 0. 0. 0. 0. 0. 0. 0. Unit Extension 3.0. 3.0-3.0. 3.0. 3.0. $.0. 3.0. Phasing WB Only Thru & RT 03 04 SB Only 06 07 08 Timing G = 30..0. G = 45.0. G= G= G = 30.,0. G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= . Duration of Analysis (hrs -0..25 Cycle Length C = 120..0. Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 1142 79 353 732 317 318 237 Lane group cap. 140.0. 563 814 2489 419 420. 375 vIc ratio 0..82 0..14 0..43 0..29 0..76 0..76 0..63 Green ratio 0..38 0..38 0..25 0..67 0..25 .·0..25 0.,25 Unif. delay d1 33.8 24.7 37.9 8.3 41.6 41.6 40..1 Delay factor k 0..36 0..11 0..11 0..11 0..31 0..31 0..21 Increm. delay d2 3.9 0..1 0..4 0..1 7.7 7.7 3.4 PF factor 0..60.0. 0..60.0. . 0..778 0..150. .0..778 0..778 0..778 Control delay 24.1 15.0. 29.8 1.3 40..1 40..1 34.6 Lane group LOS C B C A D D C lA.pprch. delay 23.5 10..6 38.6 ~pproach LOS C B D Intersec. delay 23.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf SHORT REPORT General Information Site Information Intersection POINSETTIA LANEII-5 SB IAnalyst USAI RAMPS lA.gency or Co. USAI IArea Type All other areas Date Performed 06119107 Jurisdiction CARLSaAD Time Period PM PEAK HOUR lAna lysis Year YEAR 2010 WITH PROJECT Volume and TiminQ Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT , Num. of Lanes 0 2 1 2 2 0 0 0 0 1 1 1 Lane group T R L T L LT R Wolume (vph) 1085 185 350 695 e>20 2 300 % Heavyveh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0,,95 Actuated (PIA) A A A A A A II startup lost ti me 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2:0 2.0 IArrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3;0 3.0 Ped/Bike/RTOR Volume 0 110 0 -. . , 0 75 -- Lane Width' 12.0 12.0 12.0 12.0 12.0 12.0 12.0, Parking/Grade/Parki ng N 0 N N 0 N N N 'N 0 .N , Parking/hr -, Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing WB Only Thru & RT 03 04 SB Only 06 07 08 Timing G = 30.0 G = 45.0 G= G= G = 30.0 G= 'Q= ,' .. G,= , . y= 5 Y= 5 y= Y= Y= 5 Y= y= , y.: Duration of Analysis (hrs) = 0.25 Cycle Lenath C :; 120.0 Lane GrouQ Capacity, Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate 1142 79 368 732 327 328 '237 Lane group cap. 1400 563 814 2489 419 420 375 [vIc ratio 0.82 0.14 0.45 0.29 0.78 0.78 0.63 , Green ratio 0.38 0.38 0.25 0.67 0.25 0.25 0.25 Unif. delay d1 33.8 24.7 38.1 8.3 41.9 41.9 40.1 Delay factor k 0.36 0.11 0.11 0.11 0.33 ,0.33 0.21 Inerem. delay d2 3.9 0.1 0.4 0.1 9.2 9.2 3.4 PF factor 0.600 0.600 0.778 0.150 0.778 0.778 0.778 Control delay 24.1 15.0 30.0 1.3 41.8 41.8 34.6 Lane group LOS C B C A 0 0 ,C ~pprch. delay 23.5 10.9 39.9 ,~pproach LOS ' , C B -~'. '0 .. , .... , Intersec. delay 23.8 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f 6/19/2007 Short Report SHORT REPORT General Information Site Information ~nalyst USAf Intersection POINSETTIA LANEII-5 NB RAMPS fAgency or Co. USAI fArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB S.B LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R Volume (vph) 150 502 1136 555 205 1 755 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated(P / AJ A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 It\rrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3,0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 0 0 0 , 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 NB Only ;06 07 08 Timing G = 27.0 G = 48.0 G= G= G = 30.0 G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group CapacitYJ Control Delay, and LOS Determination EB WB NB SB fAdj. flow rate 158 528 1196 584 216 240 293 Lane group cap. 377 2489 2136 600 419 375 375 vic ratio 0.42 0.21 0.56 0.97 0.52 0.64 0.78 Green ratio 0.22 0.67 0.40 0.40 0.25 0.25 0.25 Unif. delay d1 39.8 7.8 27.8 35.4 38.7 40.2 41.9 Delay factor k 0.11 0.11 0.16 0.48 0.12 0.22 0.33 Increm. delay d2 0.8 0.0 0.3 30.0 1.1 3.7 10.2 PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0;778 i Control delay 32.8 1.2 15.8 49.6 31.2 34.9 42.9 Lane group LOS C A B 0 C C '0 Apprch. delay 8.5 26.9 37.0 Approach LOS A C 0 Intersec. delay 25.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f "non KepOTI SHORT REPORT, General Information !Site Information Intersection POINSETTIA LANEII-5 NB jAnalyst USA I RAMPS jAgency or Co. USAI IArea Type All other areas Date Performed 06119107 Jurisdiction CARLSBAD trime Period AM PEAK HOUR lAna lysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R !Volume (vph) 150 510 1155 570 205 0 765 % Heavyveh 2 2 '2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.,95 0.95 Actuated _(PIA) A A A A A A A , Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ., Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250'-0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N' N Parking/hr Bus stops/hr 0 0 0 0 0 Q 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 NB Only 06 07 08 G = 27.0 G = 48.0 G= G= G = 30.0 G= G:i::' " ~~ -G=' ' -, Timing ," y= 5 y= 5 y= y= Y= 5 y= y= y= Duration of Analysis (hrs) = 0.25 Cycle Lenath C = 120;0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB jAdj. flow rate 158 537 1216 600 216 244 298 Lane group cap. 377 2489 2136 600 419 375 375 IY/c ratio 0.42 0.22 0.57 1.00 0.52 0.65 0.79 Green ratio 0.22 0.67 0.40 0040 0.25 0.25 0.25 Unif. delay d1 39.8 7.8 28.0 36.0 38.7 40.3 42.1 Delay factor k 0.11 0.11 0.16 0.50 0.12 0.23 0.34 Increm. delay d2 0.8 0.0 0.4 36.7 1.1 4.0 11.3 PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0.778 Control delay 32.8 1.2 15.9 56.7 31.2 35.3 44.0 Lane group LOS C A B E C D D jApprch. delay 8.4 29.4 37.6 lAPP roach LOS A C D " " -", Intersec. delay 26.8 Intersection LOS C fiCS2000™ Copyright © 2000 University of Florida, All Righls Reserved Version 4.1f 1" , ,... ..... r"I •• • \ t""1,-r , \ or 1 n / _ r"'\ n •.• \ rT"l \ ,,",1 r r'1 • r/1 {"\I"'{'\/'\~ Short Report Page 1 of I() ),-/6 ~~. SHORT REPORT I' General Information Site Information Analyst USA I Intersection POINSETTIA LANEII-5 NB RAMPS IAgency or Co. USAI Area Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR IAnalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH R1 Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R !Volume (vph) 160 1526 830 288 200 1 746 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.9!? V\ctuatedJP/Al A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0. 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N N Parking/hr Bus stops/hr 0 0 o· 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only Thru & RT 03 04 NB Only 06 07 08 Timing G = 27.0 G = 48.0 G= G= G = 30.0 G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 168 1606 874 303 211 236 287 Lane group cap. 377 2489 2136 600 419 375 375 vIc ratio 0.45 0.65 0.41 0.50 0.50 0.63 . 0.77 Green ratio 0.22 0.67 0.40 0.40 0.25 0.25 0.25 Unif. delay d1 40.1 11.7 25.8 27.1 38.6 40.:1 41.7 Delay factor k 0.11 0.22 0.11 0.11 0.11 0.21 0.32 Increm. delay d2 0.8 0.6 0.1 0.7 1.0 3.4 9.1 . PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0.778 Control delay 33.1 2.3 14.5 15.7 31.0 34.5 41.6 Lane group LOS C A B B C C D iApprch. delay 5.3 14.8 36.3 Approach LOS A B 0 Intersec. delay 14.5 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf SHORT REPORT General Information lSite Information Intersection POINSETTIA LANEII-5 NB Analyst USA I RAMPS Agency or Co. USAI lL\rea Type All other areas Date Performed 06119107 Jurisdiction CARLSBAD !rime Period PM PEAK HOUR Analysis Year YEAR 2010 WITH PRQJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 , Lane group L T T R L TR R ~olume!vph 160 1545 845 300 200 1 770 % Heavy veh 2 2 2 2 2 ,2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated _(PIA) A A A A' A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 .250, 0 Lane Width 12.0 12.0 12.0 12.0 ' 12.0 1'2.0 '{2.D Parking/Grade/Parking N 0 N N 0 N N 0 ' . "N N N Parking/hr Bus stops/hr 0 0 0 0 0 0 {) Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 '3.0 '" Phasing EB Only Thru & RT 03 04 NB Only 06 v' ". " 07 08 G = 27.0 G = 48.0 G= G= G = 30.0 G= .-"," :G~=' . ~><. '" , G= Timing y= 5 Y = 5 Y= Y= y= 5 y= ' . y= y= Duration of Analysis (hrs) = 0.25 CyCle Length C = ' 120.0 ' Lane Group Capacity) Control Delay, and LOS Determination ' .. -~-- . ' EB WB .' NB S8 ~dj. flow rate 168 1626 889 316 211 247 301 Lane group cap. 377 2489 2136 600 419 375 375 vic ratio 0.45 0.65 0.42 0.53 0.50 0.66 0.80 Green ratio 0.22 0.67 0.40 0.40 0.25 0.25 0.25 Unif. delay d1 40.1 11.8 25.9 27.4 38.6 40.4 42.2 Delay factor k 0.11 0.23 0.11 0.13 0.11 0.23 0.35 Increm. delay d2 0.8 0.6 0.1 0.9 1.0 4.2 11.9 PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0.778 Control delay 33.1 2.4 14.5 16.1 31.0 35.6 44.8 Lane group LOS C A B B C D D ., ft\pprch. delay 5.3 14.9 38.0 ft\pproach LOS ., , A B D Intersec. delay 15.0 Intersection LOS B lfCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f in. '_,..r1 .. t \ n-rr ., \T 1n''''''~n ". \,., \ r.1 ,r" , Short Report Page 1 of 1 ~,r'~ SHORT REPORT \0 ~t General Information Site Information Analyst USAI Intersection POINSETTIA LANEIPASEO DEL NORT Agency or Co. USAI Area Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR ~nalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR [Volume (vph) 200 1002 55 10 1291 65 150 25 45 190 25 250 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated(P/AJ A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 100 Lane Width 12.0 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EB Only Thru & RT 04 NS Perm 06 07 08 .- Timing G = 10.0 G = 15.0 G = 45.0 G= G = 30.0 G= G= G= y= 5 y= 5 y= 5 y= y= 5 y= y= y= Duration of Analysis (hrs = 0.25 Cycle LengJh C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB !Adj. flow rate 211 1055 58 11 1427 158 73 200 184 Lane group cap. 814 2022 787 140 1389 231 464 291 445 vIc ratio 0.26 0.52 0.07 0.08 1.03 0.68 0.16 0.69 Q.41 Green ratio 0.25 0.54 0.54 0.08 0.38 0.25 0.25 0.25 0.25 Unif. delay d1 36.1 17.6 13.1 50.7 37.5 40.7 35.1 40.8 37.6 Delay factor k 0.11 0.13 0.11 0.11 0.50 0.25 0.11 0.26 0.11 Increm. delay d2 0.2 0.2 0.0 0.2 31.4 8.1 0.2 6.6 0.6 PF factor 0.778 0.212 0.212 0.939 0.600 0.778 0.778 0.778 0.778 Control delay 28.2 4.0 2.8 47.9 53.9 39.8' 27.5 38.3 29.9 Lane group LOS C A A D D D C D C ~pprch. delay 7.8 53.8 35.9 34.3 ~pproach LOS A D D C Intersec. delay 32.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f ,2 SHORT REPORT -- General Information Isite Information -, Intersection POfNSEITfA LANEIPASEO IAnalyst USAf DEL NORT IAgency or Co. -USAf IArea Type All other areas Date Performed 06119107 ~urisdjction CARLSBAD ITime Period AM PEAK HOUR [Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR lVolume (vph) 200 1020 55 10 1325 ' 65 150 25 45 190 25 250 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0;95 0.95 0.95 !Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5-10-, -,0 5 10 100 Lane Width ' , 12.0 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking'/Grade/Parking N 0 N N 0 N N .0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EB Only Thru & RT 04 NS Perm 06 -, Q7 08 G ~ 10.0 G = 15.0 G = 45.0 G= G = 30.0 G= ' , : Q:;:: G-!Timing , - Y= 5 y= 5 y= 5 Y= ' y= 5 y= Y= y= Duration of Analysis (hrs) = 0.25 CvcleLenoth C =, 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate 211 1074 58 11 1463 158 73 200 184 Lane group cap. 814 2022 787 140 1389 231 464 291 445 iV/c ratio 0.26 0.53 0.07 0.08 1.05 0.68 0.16 0.69 0.41 Green ratio 0.25 0.54 0.54 0.08 0.38 0.25 0.25 0.25 0.25 Unif. delay d1 36.1 17.7 13.1 50.7 37.5 40.7 35.1 40.-8 37.6 Delay factor k 0.11 0.13 0.11 0.11 0.50 0.25 0.11 0.26 0.11 Inerem. delay d2 0.2 0.3 0.0 0.2 39.5 8. 1 0.2 6.6 0.6 PF factor 0.778 0.212 0.212 0.939 0.600 0.778 0.778 0.778 0.778 Control delay 28.2 4.0 2.8 47.9 62.0 39.8 27.5 38.3 29.9 Lane group LOS C A A 0 E 0 C D C [Apprch. delay 7.8 61.9 -35.9 34.3 f,pproa-ch LOS A E 0 C Intersec. delay 35,9 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, Al! Righl~ Reserved Version 4.1£ f-./1 Q/")OA7 Short Report Page 1 ,~~~ 7 ".0 SHORT REPORT General Information Site Information Analyst USAf Intersection POINSETTIA LANEIPASEO DEL NORT IAgency or Co. USAI Area Type All other areas Date Performed 0612010B Time Period PM PEAK HOUR Jurisdiction CARLSBAD !Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH Ri LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR iVolume (vph) 400 1697 185 30 633 100 135 35 50 80 50 350 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ·0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 10 0 5 10 100 Lane Width 12.0 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 .0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EB Only ·Thru & RT 04 NS Perm 06 07 08 Timing G= 5.0 G = 15.0 G = 45.0 G= G = 35.0 G= G= G= y= 5 y= 5 y= 5 y= y= 5 y= y= y= Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB S8 !Adj. flow rate 421 1786 195 32 771 142 90 84 ·316 Lane group cap. 678 2022 787 70 1367 192 548 334 523 vIc ratio 0.62 0.88 0.25 0.46 0.56 0.74 0,16 0.25 ·0.60 Green ratio 0.21 0.54 0.54 0.04 0.38 0.29 0.29 0.29 0.29 Unif. delay d1 43.2 24.2 14.6 56.2 29.7 3B.4 31.6 32.5 36.5 Delay factor k 0.20 0.41 0.11 0.11 0.16 0.30 0.11 0.11 0.19 Increm. delay d2 1.B 5.0 0.2 4.7 0.5 14.1 0.1 0.4 2.0 PF factor 0.B25 0.212 0.212 0.971 0.600 0.725 0.725 0.725 0.725 Control delay 37.4 10.2 3.3 59.2 1B.4 42.0 23.1 24.0 28.5 Lane group.LOS D B A E B D C .C C IApprch. delay 14.4 20.0 34.6 27.5 .. -. .' IApproach LOS B C C C Intersec. delay 1B.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.U .~ -----SHORT REPORT ~enerallnformation Site Information Intersection POINSETTIA LANE/PASED IAnalyst USAI DEL NORT iAgency or Co. USAI IArea Type All other areas Date Performed 06119107 ~urisdiction CARLSBAD Time Period PM PEAK HOUR !Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume (vph 400 1730 185 30 660 100 135 35 50 80 50 350 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A ,Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10, 0 5 10 0 5 10 0 5 10 100 Lane Width 12.0 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking/G rade/Parki ng N 0 N N 0 N-N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 -Phasing Excl. Left EB Only Thru & RT 04 NS Perm 06 07 08 G = 5.0 G = 15.0 G = 45.0 G= ~ = '35.0 -G':: -, 'G= G= Timing y= 5 y= 5 y= 5 y= y= 5 ,y= y= y= Duration of Analysis (hrs) = 0.25 ' Cvcle Length C = 120;0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate , 421 1821 195 32 800 142 90 84, 316 Lane group cap. 678 2022 787 70 1368 192 548 334 523 'roIlc ratio 0.62 0.90 0.25 0.46 0.58 0.74 0.16 0.25 0.60 Green ratio 0.21 0.54 0.54 0.04 0.38 0.29 0.29 0.29 0.29 Unif. delay d1 43.2 24.6 14.6 56.2 30.0 38.4 3f6 32.5 36.5 Delay factor k 0.20 0.42 0.11 0.11 0.18 0.30 0.11 0:11 0.19 Inerem. delay d2 1.8 6.0 0.2 4.7 0.7 14.1 -0.1 0.4 2.0 PF factor 0.825 0.212 0.212 0.971 0.600 0.725 0.725 0.725 0.725 Control delay 37.4 11.2 3.3 59.2 18.7 42.0 23.1 24.0 28.5 Lane group LOS D B A E B D C C C IApprch. delay 15.1 20.2 34.6 27.5 lApp roach LOS B C C C Intersec. delay 18.6 Intersection LOS B HCS2000™ Copyright © 2000 University ofFIoridR, All Rights Reserved Version 4.lf Page 1 of 1 k:~ -\0 Short Report ~~ SHORT REPORT General Information Site Information !Analyst USAf Intersection POINSETTIA L.ANEIA VIARA PKWY. ~gency or Co. USAI IArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR J;nalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L TR Volume (vph) 150 607 145 15 356 115 355 300 15 70 150 90 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 '0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.g reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0-3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N' Parking/hr -, Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru& RT 07 08 Timing G = 15.0 G = 40.0 G= G= G = 20.0 G = 25.0 G= G= y= 5 y= 5 y= y= y= 5 y= 5 y= ' y= .. Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 Lane Group Capacity-, Control Dela~ , and LOS Determination EB WB NB SB !Adj. flow rate 158 792 16 496 374 332 74 253 Lane group cap. 407 1203 407 1199 507 822 507 774 vic ratio 0.39 0.66 0.04 0.41 0.74 0.40 0.15 0.33 Green ratio 0.13 0.33 0.13 0.33 0.17 0.21 0.17 0.21 Unif. delay d1 48.3 34.2 46.2 30.9 47.5 41.1 42.7 40.4 Delay factor k 0.11 0.23 0.11 0.11 0.30 0.11 0.11 0.11 Increm. delay d2 0.6 1.3 0.0 0.2 5.6 0.3 0.1 0.2 PF factor 0.905 0.667 0.905 0.667 0.867 0.825 0.867 0.825 ,- Control delay 44.3 24.1 41.8 20.9 46.8 34.2 37.1 33.5 . Lane group LOS 0 C D C 0 C D C Apprch. delay 27.5 21.5 40.9 34.3 : ~. -. ." , -. -'-. ~pproach LOS C C D C . ' . --~ .. Intersec. delay 30.9 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f .L ueV' .1 Vol J. /.\,.~ SHORT REPORT ,0 \0~ General Information Site Information Intersection POINSETTIA {..ANEIAVIARA IAnalyst USA I PKWY. IAgency or Co. USAI !Area Type All other areas Date Performed 06119107 ~urisdiction . CARLSBAD Time Period AM PEAK HOUR ~nalysis Year YEAR 2010WfTH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH . RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L TR Volume (vph) 150 625 145 15 390 115 355 300 15 70 150 90 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ·0.95 0:!)5 0.95 . '0.95 0.95 Actuated (PIA) A A A A A A A A A A ·A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ,2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 Unit Extensiori 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 '0 5.' 10' 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 .0 0 0 O· 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.·0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru'&'RT 07 08 Timing G = 15.0 G = 40.0 G= G= '(3 == 20.0 . G = 25.0 G= G'= . Y= 5 y= 5 y= y= Y=5 y= 5 Yo;;. Y= Duration of Analysis (hrs) = 0.25 .' Cycle Length C = 120.0 '. Lane Group Capacity, Control Delay, and LOS Determiriation ,. EB WB NB SB Adj. flow rate 158 811 16 532 374 332 74 253 Lane group cap. 407 1204 407 1202 507 822 507 774 ~/c ratio 0.39 0.67 0.04 0.44 0.74 0.40 0.16 0.33 Green ratio 0.13 0.33 0.13 0.33 0.17 0.21 0.17 0.21 Unif. delay d1 48.3 34.4 46.2 31.3 47.5 41.1 42.7 ·40.4 Delay factor k 0.11 0.25 0.11 0.11 0.30 0.11 0.11 0.11 Inerem. delay d2 0.6 1.5 0.0 0.3 5.6 0.3 0.1 0.2 PF factor 0.905 0.667 0.905 0.667 0.867 0.825 0.867 : 0.825 Control delay 44.3 24.4 41.8 21.1 46.8 34.2 37.1 33;5 Lane group LOS D C 0 C 0 c b c Apprch. delay 40.9 . " .--~ . 27.7 21.7 34.3 ......... ..I .. Approach LOS C C 0 C Intersec, delay 30.9 Intersection LOS C [{CS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f 1r\/,....r.r1 II" \nTr 1 \T ._1n/"'f"\("1_I.J.~. ___ \r'J"1_. __ ._\_1")1 ... (\TIL_ ..... _ t:./1 n If') (\('1'7 Short Report Page 1 of 1 4£ \0 t~r SHORT REPORT General Information Site Information [Analyst USA I Intersection POINSETTIA LANEIA VIARA PKWY. IAgency or Co. USA/ ~rea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR [Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L TR Volume (vph) 350 622 455 45 483 55 335 200 60 130 445 480 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.90 0.95 0.95 0.95 IActuated (PIA} A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 1'0 175 Lane Width 12.0 12.0 12.0 12.0 10.0 14.0 10.0 14.,0· Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Q 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 . ~.-; -. 08 " Timing G = 17.0 G = 38.0 G= G= G = 16.0 G = 29.0 G= , ,:G::;: y= 5 Y -5 y= y-y= ,5 y= 5 y= . y= Duration of Analysis (hrs = 0.25 Cycle Length C = 120.0 , Lane Group Capacity, Control Dela~, and LOS Determination EB WB NB SB IAdj. flow rate 368 1134 47 566 353 274 137 789 Lane group cap. 461 1096 461 1164 405 923 405 894 vic ratio 0.80 1.03 0.10 0.49 0.87 0.30 0.34 0.88 Green ratio 0.14 0.32 0.14 0.32 0.13 0.24 0.13 0.24 Unif. delay d1 49.8 41.0 44.9 33.1 51.0 37.2 47.2 43.9 Delay factor k 0.34 0.50 0.11 0.11 0.40 0.11 0.11 0.41 Increm. delay d2 9.6 36.5 0.1 0.3 18.3 0.2 0.5 10.3 PF factor 0.890 0.691 0.890 0.691 0.897 0.788 0.897 0.788 Control delay 53.9 64.9 40.0 23.2 64.1 29.5 42.9 '44.9 Lane group LOS " 0 E 0 C E C 0 D IApprch., delay 62.2 24.5 48.9 ',' . , 44.6 > , , iApproach LOS -._" E C 0 0 Intersec. delay 49,2 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, If Short Report Page 1 of 1 4-f 10 tut SHORT REPORT General Information Site Information Intersection POINSETTIA LANEIA VIARA Analyst USA I PKWY. Agency or Co. USAI Area Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR !Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT . IT TH RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L. TR [Volume (vph) 350 655 455 45 510' 55 335 200 60 '130 445 480 % Heav~veh 2 2 2 2 2 2 2 2 2 2 2 2 'PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 la.ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 .!Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5' 10 175 Lane Width 12.0 12.0 12.0 12.0 10.0 14.0 . 10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.-0 3,0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl..'left Thru & RT 07 08 Timing G = 17.0 G = 38.0 G= G= G = 16.0 G = 29.0 G= 'G= y= 5 y= 5 y= y= y= 5 y= 5 y= y= Duration of Analysis (hrs)'= 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Dela~, and LOS Determination EB WB NB SB Adj. flow rate 368 1168 47 595 353 274 137 789 Lane group cap. 461 1099 461 1165 405 923 405 .894 vic ratio 0.80 1.06 0.10 0.51 0.87 0.30 0.34 0.88 Green ratio 0.14 0.32 0.14 0.32 0.13 0.24 0.13 0.24 Unif. delay d1 49.8 41.0 44.9 33.4 51.0 37.2 47.2 43.9 Delay factor k 0.34 0.50 0.11 0.12 0.40 0.11 0.11 0.41 Increm. delay d2 9.6 45.5 0.1 0.4 18.3 0.2 0.5 10.3 PF factor 0.890 0.691 0.890 0.691 0.897 0.788 0.897 .0.788 Control delay 53.9 73.8 40.0 23.5 64.1 29.5 42.9 44.9 Lane group LOS 0 E 0 -C E C -0 0 Apprch. delay 69.0 24.7 48.9 44.6 lApp roach LOS E C 0 0 Intersec. delay 52.0 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report General Information Analyst USAI IAgency or Co. USAI Date Performed 06/30/08 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 . Lane group L TR Volume (vph) 35 628 % Heavy veh 2 2 PHF 0.95 0.95 ~ctuated(P/A) A A Startup lost time 2.0 2.0 Ext. eff.green 2.0 2.0 6rrival type 5 5 Unit Exten.sion 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing '" Excl. Left Thru & RT 03 Timing G = 10.0 G = 60.0 G= y= 5 y= 5 y= Duration cif Analysis (hrs = 0.25 SHORT REPORT Site Information Intersection IArea Type Jurisdiction lAna lysis Year WB RT LT TH RT 0 1 2 0 L TR 55 45 501 10 2 2 2 2 Page 1 of 1 5::" A- \v fJP POINSETTIA LANE/BLACK RAIL RD. All other areas CARLSBAD YEAR 2010 NO PROJECT NB SB LT TH RT LT TH RT 0 1 0 0 1 0 LTR LTR 75 5 35 25 5 50 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5 0 5 0 12.0 12.0 14.0 , 14.0 N N 0 N N 0 N N 0 N 0 0 0 0 3.0 3.0 3.0 3.0 04 NS Perm 06 ., ·07 , ~ -~ . : .. :08, G= G = 12.0 G= G'::; -: G= y= y= 5 y= y= y= Cycle Length C ;:: 97.0 Lane Group Capacitv, Control Delay, and LOS Determination .' EB WB NB SB IAdj. flow rate 37 719 47 538 121 84 Lane group cap. 173 2276 173 2302 196 209 vic ratio 0.21 0.32 0.27 0.23 0.62 0.40 Green ratio 0.10 0.62 0.10 0.62 0.12 0.12 Unif. delay d1 39.9 8.8 40.1 8.2 40.3 39.2 Delay factor k 0.11 0.11 0.11 0.11 0.20 0.11 Increm. delay d2 0.6 0.1 0.9 0.1 5.8 1.3 PF factor 0.923 0.131 0.923 0.131 0.906 0.906 Control delay 37.5 1.2 37.9 1.1 42.3 36.8 Lane group LOS 0 A 0 A 0 .. " .... D. Apprch. delay 3.0 4.1 42.3· .. . , 36.8 Approach LOS A A 0 0 Intersec. delay 8.3 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version 4.lf Short Report Page 1 of 1 ~ 5'-1" \'0 SHORT REPORT C0(( General Information Site Information Intersection POINSETTIA LANE/BLACK Analyst . USA I RAIL RD. IAgency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR ~olume (vph) 35 646 55 45 535 10 75 5 35 25 5 50 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ll\ctuated (P / ll\) A A A A A A A A A ·A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival1ype 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 ·0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 14.0 14.0 . Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasiflg_ Excl. Left Thru & RT 03 04 NS Perm 06 07 08 Timing G = 10.0 G = 60.0 G= G= G = 12.0 G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of ll\nalysis (hrs = 0.25 Cycle Length C == 97.0 Lane Group CapacitY', Control Delay, and LOS Determination EB WB NB SB ~dj. flow rate 37 738 47 574 121 84 Lane group cap. 173 2277 173 2303 .192 203 vIc ratio 0.21 0.32 0.27 0.25 0.63 0.41 Green ratio 0.10 0.62 0.10 0.62 0.12 0.12 Unif. delay d1 39.9 8.8 40.1 8.3 40.4 39.3 Delay factor k 0.11 0.11 0.11 0.11 0.21 0.11 Increm. delay d2 0.6 0.1 0.9 0.1 6.5 1.4 PF factor 0.923 0.131 0.923 0.131 0.906 '0.906 .. Control delay 37.5 1.2 37.9 1.2 43.1 36.9 Lane group LOS 0 A .D A D D .. Apprch. delay 3.0 3.9 43.1 36;9 . Approach LOS A A D D Intersec. delay 8.2 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version4.1f Short Report General Information fA,nalyst USA I Agency or Co. USAI Date Performed 06/30/08 Time Period PM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume (vph) 65 746 % Heavy veh 2 2 PHF 0.95 0.95 I.Actuated(P / At A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival t},l:>e 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Excl. Left Thru & RT 03 G = 10.0 G = 60.0 G= !riming y= 5 y= 5 y= Duration of Analysis (hrs = 0.25 Page 1 of1 ~ 0 - SHORT REPORT 5~ \0 Site Information Intersection POINSETTIA LANE/BLACK RAIL RD. !Area Type All other areas Jurisdiction CARLSBAD lAnalysis Year YEAR 2010 NO PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 0 1 2 0 0 1 0 0 1 0 L TR LTR LTR 65 35 495 25 50 5 45 10 5 15 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 D.95 0.95 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5-10 0 5 10 0 -- 12.0 12.0 14.0 14.0 N N N N N --N ff 0 0 0 , - 0 0 0 0 ---3.0 3.0 3.0 3.0 04 NS Perm 06 --01 08-: -'- G= G = 12.0 G= G= G£ . ..,~ -, y= y= 5 y= y= y=' ... ,., Cycle Length C = 97.0 -. , . Lane Group Capacity, Control Delay, and LOS Determination ----' EB WB NB SB Adj. flow rate 68 853 37 547 105 32 Lane group cap. 173 2276 173 2293 195 210 vIc ratio 0.39 0.37 0.21 0.24 0.54 0.15 Green ratio 0.10 0.62 0.10 0.62 0.12 0.12 Unif. delay d1 40.7 9.2 39.9 8.3 39.9 38.0 Delay factor k 0.11 0.11 0.11 0.11 0.14 0.11 Increm. delay d2 1.5 0.1 0.6 0.1 3.0 0.3 PF .factor 0.923 0.131 0.923 0.131 0.906 0.906 -. -, Control delay 39.0 1.3 37.5 1.1 39.1 34.7 Lane group LOS 0 A 0 A 0 C . . ~--- Apprch. delay 4.1 3.4 39.1 34.1 -------,. ", " fA,pproach LOS A A 0 C Intersec. delay 6.7 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 .r;J? SHORT REPORT \() General Information Site Information Intersection POINSETTIA LANE/BLACK Analyst USAI RAIL RD. Agency or Co. USAI Area Type All other areas Date Performed 06/30/08 Jurisdiction CARLSBAD Time Period PM PEAK HOUR IAnalysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 65 779 65 35 522 25 50 5 45 10 5 15 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 . 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 I,Jnit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 c Lane Width 12.0 12.0 12.0 12.0 14.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr ---Bus stops/hr 0 0 0 0 0 0 ", (jnit Extension 3.0 3.0 3.0 3.0 :io 3.0 Phasing 'Excl. Left Thru & RT 03 04 NS Perm :oS " . 01' 08 Timing G = 10.0 G = 60.0 G= G= G = 12.0 G= G= G= y= 5 y= 5 y= y= y= 5 y=-' y= -y= Duration of Analysis _(hrs = 0.25 Cycle-Lengjh C = 97.0 Lane Group Capacih', Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 68 888 37 575 105 32 Lane group cap. 173 2278 173 2294 195 210 vIc ratio 0.39 0.39 0.21 0.25 0.54 0.15 Green ratio 0.10 0.62 0.10 0.62 0.12 0.12 Unif. delay d1 40.7 9.3 39.9 8.4 39.9 ·38.0 Delay factor k 0.11 0.11 0.11 0.11 0.14 0.11 Increm. delay d2 1.5 0.1 0.6 0.1 3.0 0.3 PF factor 0.923 0.131 0.923 0.131 0.906 0:906 Control delay 39.0 1.3 37.5 1.2 39.1 34.7 Lane group LOS D A D A D C lApp-rei,: deJay 4.0 3.3 . 39.1 : " " 34.7 - lApp roach LOS A A D C Intersec. delay 6.5 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version-4.1f Short Report Page 1 of 1 b·-fA SHORT REPORT \0 ~~ General Information Site Information Analyst USAI Intersection POINSETTIA LANE/AMBROSIA LN. fi\gency or Co. USAI Area Type All other areas Date Performed 06130108 irime Period AM PEAK HOUR Jurisdiction CARLSBAD Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB' LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 30 621 37 12 417 10 39 10 35 50 10 100 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 14.0 14.0 Parking/G rade/Parki ng N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 ,0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 .3.0 3.0 Phasing Excl. Left Thru& RT 03 04 NS Perm.· .06 07 --.', ... 08.·. Timing G = 10.0 G = 60.0 G= G= G = 15.0 G= G= ~. ·G~.2:~· ': '. y= 5 y= 5 y= y= y= 5 y= y= y=. Duration of Analysis Jhrs) = 0.25 Cycle L~ngth C=. 100.0 . . , Lane Group CapacitY', Control Delay, and LOS Determination EB WB NB SB iAdj. flow rate 32 693 13 450 89 169 Lane group cap. 168 2218 168 2232 215 246 vIc ratio 0.19 0.31 0.08 0.20 0.41 0.69 Green ratio 0.10 0.60 0.10 0.60 0.15 .0.15 Unif. delay d1 41.3 9.8 40.8 9.1 38.5 40.3 Delay factor k 0.11 0.11 0.11 0.11' 0.11 0.26 Increm. delay d2 0.6 0.1 0.2 0.0 1.3 7.8 PF factor 0.926 0.125 0.926 0.125 0.882 0.882 Contro I delay 38.8 1.3 38.0 1.2 35.3 ' 43.3 Lane group LOS D A D A O. .. . . .0 ., iApprch. delay 3.0 2.2 35.3 .. ,. . , . ' 43.3 . ,,, . . -"~--. .. Approach LOS A A D D Intersec. delay 9.4 Intersection LOS A HCS2oao™ Copyright © 2000 University of Florida, ~ll Rights Reserved Version !I. If ShOli Report General Information 'Analyst USAI Agency or Co. USAI Date Performed 06/30/08 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR \/olume (vph) 30 636 % Heavy veh 2 2 PHF 0.95 0.95 IActuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Excl. Left Thru & RT 03 Timing G = 11.0 G = 59.0 . G= y= 5 y= 5 y= Duration of Analysis (hrs = 0.25 SHORT REPORT Site Information Intersection !Area Type Jurisdiction POINSETTIA LANE/AMBROSIA LN. All other ~reas CARLSBAD Page 1 of 1 G---~ yv \}O~ !Analysis Year YEAR 2010 WITH PROJECr . . - WB NB SB RT LT TH RT LT TH RT LT . TH RT 0 1 2 0 0 1 ·0 0 1 0 L TR LTR LTR 40 20 440 10 50 10 .. 50 ,50 1'0 100 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 ·0.95 0.95 0.95 0.95 A A A A A A A A' A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5 10 0 5 10 0 12.0 12.0 14.0 14.0 N N o· N N 0 N oN 0 N 0 0 0 0 3.0 3.0 3.0 3.0 04 NSPerm 06 07 08· G= ·,G =15.0 G= G= G= y= y= 5 y= y= y= -, Cycle Length C :: 100.0 Lane Group Capacih, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 32 711 21 474 117 169 Lane group cap. 184 2179 184 2195 204 239 vic ratio 0.17 0.33 0.11 0.22 0.57 0.71 - Green ratio 0.11 0.59 0.11 0.59 0.15 0.15 Unif. delay d1 40.4 10.4 40.1 9.6 39.5 ·40.4 Delay factor k 0.11 0.11 0.11 0.11 0.17 0.27 Increm. delay d2 0.5 0.1 0.3 0.0 3.9 9.2 PF factor 0.918 0.122 0.918 0.122 0.882 0.882 C'ontro\ delay 37.5 1.4 37.1 1.2 38.8 44.9 .. Lane group LOS D A D A D D Apprch. delay 2.9 2.7 38.8 44:9 . ' Approach LOS A A D D Intersec. delay 10.3 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 G~(( ,0 SHORT REPORT ~S( General Information Site Information ~ni'llyst USAI Intersection POINSETTIA LANE/AMBROSIA LN. Agency or Co. USAI Area Type All other areas Date Performed 06130108 Time Period PM PEAK HOUR Jurisdiction CARLSBAD iAnalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 100 582 109 34 500 50 25 10 18 20 10 30 % Heavy veh 2 2 2 2 ,2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 .. 95 0:95 Actuated (PIA) A A A A A A A .A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 . 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 14.0 J,4.0 Parkin giG radelParking N 0 N N 0 N N 0 N N ·0 N Parking/hr Bus stops/hr 0 0 0 0 0 .. 0 . " Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing. Excl. Left Thru & RT 03 04 NS Perm' 06 .. 07:.,,:,:.,-',., '08,. Timing . G,= 10.0 G = 60.0 G= G= G = 15.0 G= G:: ': ~; .. : .•• .G::' . y= 5' y= 5 y= y= y= 5 y= y= .. " . y =; , Duration of Analysis (hrs = 0.25 Cycle l,.~ngtbC.~ .1 0.0.,0 ..... ' .~-. '- Lane Group Capacitv, Control Delay, and LOS Determination " EB WB NB SB Adj. flow rate 105 728 36 579 56 64 Lane group cap. 168 2176 171 2479 239 241 vic ratio 0.63 0.33 0.21 0.23 0.23 0.27 Green ratio 0.10 0.60 0.10 0.60 0.15 0.15 Unif. delay d1 43.2 10.0 41.4 9.3 37.4 37.6 Delay factor k 0.21 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 7.1 0.1 0.6 0.0 0.5 0.6 PF factor 0.926 0.125 0.926 0.125 0.882 0.882 Control delay 47.1 1.3 38.9 1.2 33.5 33.8 Lane group LOS 0 A D A G , , -"'" C " iApprQh. delay " 7.1 3.4 33,5 . ' ,.33.8 ~, ." " . - -.~. ... , , .. ~ ~ --,., ~ ... -.. - !Approach LOS A A C C Intersec. delay 7.7 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 0 b-'\ '\() \P\( SHORT REPORT General Information Site Information ~nalyst USAf Intersection POINSETTIA LANE/AMBROSIA LN. fAgency or Co. USAI Area Type AI/other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH' RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR \.folume (vph) 100 614 120 50 522 50 30 10 30 20 10 30 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 . 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 12.0 12.0 14.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing. Excl. Left Thru & RT 03 . , . .04, NS Perm 06 07 08 . , G = 10.0 G = 60.0 G= G= G = 15.0 G= G= G= Timing y= 5 y= 5 y= y= y= 5 .y= y= y= Duration of Analysis (hrs = 0.25 -,. ~ .. Cycle LengthC= -100.0 Lane Group Capacity, Control Delay, and LOS, Determination EB WB NB SB ~dj. flow rate 105 772 53 602 75 64 Lane group cap. 168 2174 168 2210 247 255 vic ratio 0.63 0.36 0.32 0.27 0.30 0.25 Green ratio 0.10 0.60 0.10 0.60 0.15 0.15 - Unif. delay d1 43.2 10.2 41.8 9.6 37.8 37.5 Delay factor k 0.21 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 7.1 0.1 1.1 0.1 0.7 0.5 PF factor 0.926 0.125 0.926 0.125 0.882 0.882 Control delay 47.1 1.4 39.8 1.3 34.1 33.6 Lane group LOS 0 A D A C C /l.pprch. delay " -, 6.8 4.4 34.1 33.6 .--.~ --' . . . .. Approach LOS A A C C Intersec. delay 8.1 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f HCS2000: unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUM}mRY ----------------------------------------------~---- Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD units: U. S. customary Analysis Year: YEAR 2010 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle --~------'-------------Major Street: Approach Volumes and Adjustments Eastbound -=~~----~--------------Westbound Movement 1 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? L 65 0.95 68 0 Raised 1 L 2 3 T R 553 0.95 582 curb 2 T No Minor Street: Approach Movement Northbound 7 8 9 L T R Volume I L 4 5 6 L T R 484 5 0.95 0.95 509 5 / 4 2 0 T TR No Southbound 10 1i 12 L T "R' ., " " 5 '. -'10'0 Peak Hour Factor, PHF Hourly FloW'Rate, HFR Percent 'Heavy Vehicles 0.95' " 0.95 , 5 ~ .. '. -,10.5 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes / 1 1 Configuration ___________________ Delay, Approach EB Movement 1 Lane Config L v (vph) C (m) (vph) vic 95% queue length Control Delay LOS Appr6ach .. Delay Approach LOS 68 1062 0.06 0.20 8.6 A L R Queue Length, and Level of Service WB Northbound Southbound 4 7 8 9 10 11 L 5 503 ' 0.01 ~"\ (t/ , ,,, , .. 10.7 B .. / 12 R 105 748 0.14 0.49 10.6 B HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY --------~~~--------------- Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSB.AD units: U. S. customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~------~----------Major Street: Approach Eastbound ~~~----~---------------Westbound Movement 1 2 3 L T R Volume 65 599 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 68 630 Percent Heavy Vehicles 0 Median Type/Storage Raised curb RT Channelized? Lanes 1 2 Configuration L T Upstream Signal? No Minor Street: Approach Northbound Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 8 L T Percent Grade (%) 0 Flared Approach: Exists?/storage Lanes Configuration 9 R 4 5 6 L T R 522 5- 0.95 0.95 549 5 / 4 2 0 T TR No Southbound 10 11 12 L T R 5 100 0.95 0.95 5 105 0 0 0 / / 1 1 L R ______ ~ __________ Delay, Queue Length, and Level of Service~~~ ____ ~ ______ __ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config v (vph) C (m) (vph) vic 95% queue length ContrQl Delay LOS Approach Delay Approach LOS L 68 1026 0.07 0.21 8.8 A L 5 480 0.01 o 03 G~ .10.9 B 12 R 105 726 0.14 0.50 10.8 B HCS2000: unsignalized Intersections Release 4.1f ·1-« _______________________ TWO-WAY STOP CONTROL SUMMARY ______________ ~__________ \C} Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD Units: U. S. customary Analysis Year: YEAR 2010 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/Sou·th Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0,25 Vehicle Volumes and Adjustments --~--~--~----~----~ -~~~--~~-------------Major Street: Approach Eastbound Westbound Movement 1 2 3 L T Volume 100 606 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 105 637 Percent Heavy Vehicles 0 Median Type/Storage Raised curb RT Channe:lized? Lanes 1 2 Configuration L T upstream Signal? No Minor Street: Approach Northbound Movement Volume Peak .HourFactor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 8 L T Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration R 9 R 4 5 6 L T R 369 5 0.95 0.95 388 5 / 4 2 0 T TR No Southbound 10 11 12 L T R 5 65 0.95 0.95 5 68 0 0 0 / I 1 1 L R Delay, Queue Length, and Level of Service -A-p-p-r-o-a-c-h----------EB WB Northbound ~S~o-u~t7h7b-o~u-n-d~-------- Movement 1 4 7 8 9 10 11 12 Lane Config L L R v (vph) C (m) (vph) vic 95% queue length Control Delay LOS Approach Delay Approach LOS 105 1177 0.09 0.29 8.4 A 5 482 0.01 ~V 10.0- A 68 819 0.08 0.27, 9.8 A ~r( HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY 4l~~ ------------------------------------~------------~ Analyst: Agency/Co. : Date Performed: Analysis Time Period: Intersection: USAI USAI 6/24/2008 AM PEAK HOUR POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD units: u. S. customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~--~--~------------~~~--~----------------Major Street: Approach Eastbound Westbound Movement 1 2 3 L T Volume 100 636 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 105 669 Percent Heavy Vehicles 0 Median Type/Storage Raised curb RT Channelized? Lanes 1 2 Configuration. L T Upstream Signal? No Minor Street: Approach Northbound Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 8 L T Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration R 9 R 4 5 6 L T R 400 5 0.95 0.95 421 5 / 4 2 0 T TR No Southbound 10 11 12 L T R 5 65 0.95 0.95 5 68 0 0 0 / / 1 1 L R ~ ____ ~ __________ Delay, Queue Length, and Level of Service~~~ ____ ~ ______ __ Approach EB WB Northbound southbound Movement 1 4 7 8 9 10 11 Lane Config v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approc;tch Delay ApprQach LOS L 105 1144 0.09 0.30 8.5 A L 5 468 0.01 .0.03 Cf!) 10 .. 1 B 12 R 68 798 0.09 0.28 9.9 A \0 v)~ Short Report General Information IAnalyst USA I IAgency or Co. USAI Date Performed 06120108 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume (vph) 9 622 % Heavy veh 2 2 PHF 0.95 0.95 I.t\ctuated{P I Al A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 IAJrival type 5 5 U nit 'Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Excl. Left Thru & RT 03 G = 13.0 G = 60.0 G= Timing y= 5 y= 5 y= . Duration of Analysis (hrs = 0.25 SHORT REPORT Site Information Intersection iArea Type Jurisdiction iAnalysis Year WB RT LT TH RT 0 1 2 0 L TR 10 8 390 7 2 2 2 2 POINSETTIA Page 1 of 1 4-1\ \)J~ LANE/PROJECT DWYS. All other areas CARLSBAD YEAR 2010 WITH PROJECT NB SB LT TH RT LT TH RT 0 1 0 0 1 0 LTR LTR 15 0 12 11 0 13 2 2 2 2 ' 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5. 5 3.0 3.0 3.0 3.0 0 5 0 5 0 5 0 12.0 12.0 14.0 14.0 N N 0 N N 0 N N 0 N 0 0 '0 0 3.0 3.0 ,3.0: 3.0 04 NS Perm 06 07 08 G= G = 12.0 G= -G= G= y= y= 5 y= y= y= Cvcle Lenath C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate 9 666 8 418 29 26 Lane group cap. 218 2233 218 2234 200 204 vIc ratio 0.04 0.30 0.04 0.19 0.14 0.13 Green ratio 0.13 0.60 0.13 0.60 0.12 0.12 Unif. delay d1 38.0 9.7 38.0 9.0 39.4 . 39.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.1 0.1 0.0 0.3 0.3 PF factor 0.900 0.125 0.900 0.125 0.909 0.909 Control delay 34.3 1.3 34.3 1.2 36.2 36.0 Lane group LOS C A C A D D IApprch. delay 1.7 1.8 36.2' ' -36;0 \A.pproach LOS A A D D Intersec. delay 3.4 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report Page 1 of 1 ~-(( \J..> .~ SHORT REPORT General Information Site Information Intersection POINSETTIA Analyst USAf LANE/PROJECT DWYS. Agency or Co. USAI Area Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR' !Volume (vph) 19 564 21 17 495 15 14 0 11 10 0 12 % Heavy veh 2 2 2 2 2 2 2 2 2 2. 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 IActuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 0 5 0 - - Lane Width 12.0 12.0 12.0 12.0 14.0 14.0 Parking/Grade/Parking N 0 N N 0 N N Q N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 ... . Phasing Excl. Left Thru & RT 03 04 NS Perm 06 07 08 . .. . ~:-. ~. --:,...:~ . Timing G = 13.0 G = 60.0 G= G= G = 12.0 G= G= G= y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs = 0.25 Cycle Length C = 100.0 Lane Group Capacitv, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 20 616 18 537 27 24 Lane group cap. 218 2225 218 2230 201 205 vIc ratio 0.09 0.28 0.08 0.24 0.13 0.12 Green ratio 0.13 0.60 0.13 0.60 0.12 0.12 Unif. delay d1 38.3 9.6 38.3 9.4 39.4 39.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.1 0.2 0.1 0.3 0.3 PF factor 0.900 0.125 0.900 0.125 0.909 0.909 . " Control delay 34.7 1.3 34.6 1.2 36.1 36.0 Lane group LOS C A C A D D : IApprch.· delay 2.3 2.3 36.-1 ' .. 36.0 lApp roach LOS A A D D Intersec. delay 3.7 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: Unsignalized Intersections Release 4.1f 0\".-P\ _______________________ TWO-WAY STOP CONTROL SUMMARY ________ ~----___ ---____ ----\0 Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD Units: U. S. customary Analysis Year: YEAR 2010 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~--~~------~~~--~----------------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT'Channelized? La,nes Configuration Upstream Signal? Minor Street: Approach Movement volume 'Peak Hour Factor, PHF -Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) L T 7 592 0.95 0.95 7 623 0 Raised curb 1 2 0 L T TR No Northbound R 7 0.95 7 7 8 9 L T R 5 0 5 0.95 0.95 0.95- 5 0 5 0 0 0 0 Flared Approach: Exists?/Storage No Lanes 1 1 0 Configuration L TR 4 5 6 L T R 10 379 8 0.95 0.95 0.95 10 398 8 0 / 4 1 2 0 'L T TR No Southbound 10 11 12 L T R 4 0 3 0.95 0-.95 0.95 4 " 0 3 0 0 0 0 / No 1 1 0 L ,TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 7 10 5 5 4 C (m) (vph) 1164 962 420 687 532 vic 0.01 0.01 0.01 0.01 0.01 95% queue length 0.02 0.03 0.04 0.02 0.02 Control Delay 8.1 8.8 13.7 10.3 11. 8 LOS A A B B B Approach Delay -12.6 1,0.8' Approach LOS B B / 12 TR 3 810 0.00 0.01 9.5 A j-l\' HCS2000: Unsignalized Intersections Release 4.1f Cf-P- TWO-WAY STOP CONTROL SUMMARY ___________ ~~ ____ --------------------\0 Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD units: U. S. customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~--------------------~~~--~----~----------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? L 7 0.95 7 0 Raised 1 L T 631 0.95 664 curb 2 0 T TR No Minor Street: Approach Movement Northbound Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 7 L 5 0.95 5 o Flared Approach: Exists?/Storage Lanes 1 Configuration L 8 T 0 0.95 0 0 0 1 0 TR R 7 0.95 7 9 R 5 0.95 5 0 No 4 5 6 L T R 10 397 8 0.95 0.95 0.95 10 417 8 0 / 4 1 2 0 L T TR No Southbound 10 11 12 L T R 4 0 3' 0.95 0.95 0.95 . 4 0 3 0 0 0 0 I No 1 1 0 L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 7 10 5 5 4 C (m) (vph) 1145 929 397 666 516 vic 0.01 0.01 0.01 0.01 0.01 95% queue length 0.02 0.03 0.04 0.02 0.02 Control Delay 8.2 8.9 14.2 10.4 12.0 LOS A A B B B Appro'ach Delay 12.3 .11.0 Approach LOS B B / 12 TR 3 800' 0.00 0.01 9.5 A, V.)~ HCS2000: Unsignalized Intersections Release 4.1f ________________________ TWO-WAY STOP CONTROL SUMMARY ____ ~ ____________________ __ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD Units: U. S. Customary Analysis Year: YEAR 2010 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~------~------------=~~----~--------------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Minor street: Approach Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (% ) L T R 10 528 0.95 0.95 10 555 0 Raised curb 120 L T TR No Northbound 20 0.95 21 7 8 9 L T R 9 0 10 0.95 0.95 0.95 9 0 10 0 0 0 0 Flared Approach: Exists?/Storage No Lanes 1 1 0 Configuration L TR 4 5 6 L T R 21 466 10 0.95 0.95 0.95 22 490 10 0 / 4 1· 2 0 L T TR No Southbound 10 11 12 L T R· 10 0 9 0.95 0.95 0.95 10 0 9 0 0 0 0 / No 1 1 a L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 10 22 9 10 10 C (m) (vph) 1075 1007 445 715 464 vic 0.01 0.02 0.02 0.01 0.02 95% queue length 0.03 0.07 0.06 0.04 0.07 Control Delay 8.4 8.7 13.3 10.1 12.9 LOS A A B B B Approach Delay 11. 6 11. 5 Approach LOS B B / 12 TR 9 756 0.01 0.04 9.8 A HCS2000: Unsignalized Intersections Relea$e 4.1f q.-: ~ TWO-WAY STOP CONTROL SUMMARY ~---------------------- ______ ,-'-'-..,...-_______ ,,0 Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD Units: U. s. customary Analysis Year: YEAR 2010 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South street: SKIMMER COURT Intersection Orientation: EW study period (hrs): 0.25 Vehicle Volumes and Adjustments --~------------------~ ---~~--~--~------------Major street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? L 10 0.95 10 0 Raised 1 L T 555 0.95 584 curb 2 0 T TR No Minor Street: Approach Movement Northbound 7 8 L T Volume 9 0 Peak Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 9 0 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes 1 1 0 Configuration L TR R 20 0.95 21 9 R 10 0.95 10 0 No 4 5 6 L T R 21 509 10 0.95 0.9'5 0.95 22 535 10' 0 / 4 1 2 0 L T TR No Southbol-md 10 11 12 L T R 10, 0, 9- 0.95 0.95 0,.95 10 0 9 0 0 0 0 / No 1 1 0 L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movemen't 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 10 22 9 10 10 C (m) (vph) 1034 983 428 700 438 vic 0.01 0.02 0.02 0.01 0.02 95% queue length 0.03 0.07 0.06 0.04 0.07 Control, pelay 8.5 8.7 13.6 10.2 13.4 LOS A' A B B B Approach, Delay 11. 8 11.8 Approach LOS B 13 / 12 TR 9 732 0.01 0.04 10.0- A W\' Short Report Page 1 ofl ~ /r' \0 ,0 SHORT REPORT General Information Site Information lA.nalyst USAI Intersection EL CAMINO REAL@ POINSETTIA LAN Agency or Co. USAI Area Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period 2010AM PEAK !Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R L T R Volume (vph) 175 296 135 285 178 190 112 1515 720 125 480 107 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95. 0.95 0.95 ~ctuated(P/A1 A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. effgreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 5 3 5 3 5 3 3 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 ·100 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 1?,0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08 Timing G = 15.0 G = 25.0 'G= .G= G = 15.0 G = 55.0 G= G= Y= 5 Y= 5 y= y= y= 5 Y= 5 y= y= Duration of Analysis {hrs = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 184 454 300 387 118 1595 653 132 505 113 Lane group cap. 397 681 397 657 397 2260 .665 397 2260 665 vIc ratio 0.46 0.67 0.76 0.59 0.30 0.71 0.98 0.33 0.22 0.17 Green ratio 0.12 0.19 0.12 0.19 0.12 0.42 0.42 0.12 0.42 0.42 Unif. delay d1 53.7 48.6 55.7 47.8 52.7 30.8 37.0 52.9 23.9 23.3 Delay factor k 0.11 0.24 0.31 0.18 0.11 0.27 0.49 0.11 0.11 0.11 Increm. delay d2 0.9 2.5 8.1 1.4 0.4 1.0 .30.3 0.5 0.1 0.1 PF factor 1.000 0.841 1.000 0.841 1.000 0.511 1.000 1.000 0.511 0.511 Control delay 54.6 43.4 63.8 41.6 53.1 16.8 67.3 53.4 12.3 .12.0 Lane group LOS D D E D 0 B E D B B lA.pprch. delay 46.6 51.3 32.5 19.5 '.' lA.pproach LOS 0 D C B Intersec. delay 35.3 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf I.JllUl L J:~vpUl L ~·V . SHORT REPORT - General Information Site Information ~nalyst Intersection EL CAMINO REAL@ USA I POINSETTIA LAN ~gency or Co. USAI ~rea Type All other areas Date Performed 02103106 Uurisdiction CARLSBAD jrime Period 20.10 AM PEAK Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R' L T R [Volume (vph) 190 300 150 285 180 190 120. .1515 720 125 480. 115 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0..95 0..95 0.95 0..95 0..95 0..95 0..95 0..95 ~ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0. 2.0. 2.0 2.0. 2.0. 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0. 2.0 2.0 2.0. 2.0. 2.0. ~rrival ty~e 3 5 3 5 3 5 3 3 5 5 Unit Extension 3.0. 3.0. 3.0. 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0. 10 0 0. 10 0 100 10· 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0. 12.0. 12.Q 12.0 12.0. 12.0 Parking/Grade/Parking N 0. N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 ".0.. 0 0. 0. Unit Extension 3.0. 3.0. 3.0 3.0 3.0 3.0. :3.0 3.0. 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RI", ' .. ',07 08 Iriming G = 15.0. G:;: 25.0 G= G= G = 15.0 G = 55~0-, . ·G·~ ·G= y= 5 y= 5 y= y= y= 5 y= 5 . y= y= Duration of Analysis (hrs) = 0.25 Cycle Length.c .. :: .1.30..0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB ~dj. flow rate 200 474 300 389 126 1595 653 132 505 121 Lane group cap. 376 678 376 657 376 2260 630. 376 2260 630. 'vIc ratio 0..53 0.70 0.80 0.59 0.34 0.71 1.04 0.35 0.22 0..19 Green ratio 0..12 0..19 0.12 0..19 0..12 0.42 0.42 0.12 0.42 0.42 Unif. delay d1 54.2 49.0 56.0. 47.9 52.9 30..8 37.5 53.0 23.9 23.5 Delay factor k 0..13 0..27 0..34 0..18 0..11 0..27 0.50. 0..11 0.11 0..11 Increm. delay d2 1.5 3.2 11.5 1.4 0.5 1.0 45.6 0.6 O. 1 0..1 PF factor 1.0.0.0. 0..841 1.0.0.0. 0..841 1.0.0.0 0..511 1.600 1.000 0.511 0.511 Control delay 55.6 44.4 67.5 41.7 53.4 16.8 83.1 53.6 -12.3 12.2 Lane group LOS E D E D ,D B F D B B ~pprch. delay 47.7 52.9 37.0 , , ' "-19.4 .. !Approach LOS -. . --', D D D B Intersec. delay 38.1 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1£ file:IIC:\Documents and Settings\SKab\Local Settings\Temp\s2klA6.tmp 6/23/2008 Short Report \\ SHORT REPORT General Information Site Information Analyst USAI Intersection EL CAMINO REAL@ POINSETTIA LAN Agency or Co. USAI IArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period 2010 PM PEAK ~nalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R L T R 1V0lume (vph) 188 247 113 705 250 50 106 495 435 100 1350 141 % Heavyveh 2 2 2 2 2 2 2 :2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 lA.ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2 . .0 2.0 -2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type '5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 --Phasing_ Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 0.7 08 Timing G = 33.0 G = 17.0 G= G= G = 10.0 G = 50,0 _ G'= G= y= 5 y= 5 y= y= y= 5 y= 5 ,y= y= Duration of Analysis (hrs = 0.25 Cycle Length C = 130.0 .. Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 198 379 742 316 112 521 458 105 1421 148 Lane group cap. 827 462 827 474 250 2054 572 250 2054 572 vic ratio 0.24 0.82 0.90 0.67 0.45 0.25 0.80 0.42 0.69 0.26 Green ratio 0.25 0.13 0.25 0.13 0.08 0.38 0.38 0.08 0.38 0.38 Unif. delay d1 38.5 55.0 46.9 53.8 57.4 27.3 35.6 57.2 33.5 27.3 Delay factor k 0.11 0.36 0.42 0.24 0.11 0.11 0.34 0.11 0.26 0.11 Increm. delay d2 0.2 11.2 12.5 3.6 1.3 0.1 8.0 1.1 1.0 0.2 PF factor 0.773 0.900 0.773 0.900 0.944 0.583 0.583 0.944 ·0.983 0.583 Control delay 29.9 60.7 48.8 52.0 55.5 16.0 28.7 55.2 20.6 16.2 Lane group LOS C E D D E B C E C B IApprch. delay 50.2 49.7 25.4 22.4 . lApp roach LOS D D C C ' " Intersec. delay 33.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf . -.-" :.",-'.'.' ~nort Keport -!-acsv .1 V.1 .1 O;~ \ " SHORT REPORT ' \ \0 '\j.) ~ General Information Site Information Intersection EL CAMINO REAL@ Analyst USAf POINSETTIA LAN Agency or Co. USAI Area Type All other areas Date Performed 09113107 Jurisdiction CARLSBAD !Time Period 2010 PM PEAK ~nalysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR' L TR L T R L r R !Volume (vph) 200 250 125 ' 705 255 50 125 495 435 , 100 1350 160 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.9p 0;95 0.95 0.95 0,95 IActuated (PIA) A A A A A A A A A A A, A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ' 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 ,. 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0, 0 " 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 1?:O 12:0 12.0 '12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N ' ',tr .N-N 0 N Parking/hr ' . Bus' stops/hr 0 0 0 0 0 0 0 '0 0 0 , Unit Ex'tension 3.0 3.0 3.0 3.0 3.0 3.0, . 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 ' Excl. Left Thru,&HT, ,07 08 '.' -. .. G = 33.0 G = 17.0 G= G= G = 10.0 'G = $0.0 "~G:'= ., G= lTiming: y= 5 y= 5 y= y=, y= 5 , y.:=. ,-5 y= .. y= Dliratiori of Analysis (hrs) = 0.25 .. . !Cycle LengthC = .130;0 Lane 'GrouP Capacit\ Control Delay, and LOS Determination " ,. ~ "t\JI3' ',' .. " EB WB SB Adj. flow rate 211 395 742 321 132 521 458 105 ,1421 168 Lane group cap. 827 460 827 474 250 2054 572 250 . 2054 572 vIc ratio 0.26 0.86 0.90 0.68 0.53 0.25 0.80 0.42 0.69 0.29 Green ratio 0.25 0.13 0.25 0.13 0.08 0.38 0.38 0.08 0.38 0.38 Unif. delay d1 38.7 55.3 46.9 53.9 57.7 27.3 35.6 57.2 33.5 27.8 Delay factor k 0.11 0.39 0.42 0.25 0.13 0.11 0.34 0.11 0.26 0.11 Increm. delay d2 0.2 15.0 12.5 3.9 2.1 0.1 8.0 1.1 1.0 0.3 PF factor 0.773 0.900 0.773 0.900 0.944 0.583 0.583 0.944 0.583 0.583 Control delay 30.1 64.8 48.8 52.3 56.6 16.0 28.7 55.2 20.6 16.5 Lane Qroup LOS C E 0 0 E B C E C ,B Apprch. delay 52.7 49.9 26.1 , 22.3 Approach LOS ' . ,. ' . ' .. 0 0 ·C . " ' C Intersec. delay 33.9 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Righl~ Reserved Version 4.1£ 9/14/2007 Short Report Page 1 of 1 i\ ~-A to N~ SHORT REPORT General Information Site Information Analyst USAf Intersection EL GAMINO REAL@ GAMIN VIDA ROB ~gency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010AM PEAK Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH ' RT LT TH RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 ,Lane group L LTR R LTR L TR L TR rvolume (vph) 105 10 108 15 20 40 756 11'94 50 90 564 395 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ,0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 3 5 5 5 3 5 :3 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Exfension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left NB Only , Thr'u & RT 08--, G = 15.0 G = 20.0 G= G= G = 15.0 G= 20.0 G = 46.0 G= " " ". Timing y= 5' y= 5 y= y= y= 5 y= 5 y= ,5 y= Duration of Analysis (hrs) = 0.25 Cycle Length :C= 140:0 " Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate 33 100 103 79 796 1310 95 1010 Lane group cap. 190 264 443 255 982 2653 190 1605 vIc ratio 0.17 0.38 0.23 0.31 0.81 0.49 0.50 ,0.63 Green ratio 0.11 0.14 0.29 0.14 0.29 0.50 0.11 0:32 Unif. delay d1 56.9 54.4 38.3 53.8 46.5 23.2 59.0 40.4 Delay factor k 0.11 0.11 0.11 0.11 0.35 0.11 0.11 0.21 Increm. delay d2 0.4 0.9 0.3 0.7 5.2 0.1 2.1 0.8 PF factor 1.000 0.889 0.733 0.889 1.000 0.333 1.000 0.684 Control delay 57.3 49.2 28.3 48.5 51.7 7.9 61.0 28.4 , , Lane group LOS E D C D D A E C , ' ~ , Apprch. delay 41.2 48.5 24.4 .. 31.2 . -. --.. .~. -'." ,-.. _.. ~-~-.. -" - Approach LOS D D C C Intersec. delay 28.2 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 \\-~ SHORT REPORT to 'VJ'~ General Information Site Information [Analyst Intersection EL CAMINO REAL@ CAMIN USAI VIDA ROB [Agency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010AM PEAK Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB , NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 Lane group L LTR R LTR L TR L TR Volume (vph) 105 10 110 15 20 40 760 1205 50 90 570 395 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 5 5 5 3 5 3 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 O~ 0 ,-10 0, 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N' Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 ,3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl~ Left ' NB,:On:ly ': Thru &In ,08 Timing G = 15.0 G = 20.0 G= G= G = '1:5.:0" G =' 20.0 :' G = 45.0 G= y= 5' y= 5 y= y= Y = -5 " Y;=,5'-, y= 5' y:= Duration of Analysis (hrs = 0.25 ' Cycle -LemQth C = 140.0 'Lane Group Capacity, Control Delay, and LOS Determination ' ' EB WB NB SB Adj. flow rate 33 101 104 79 800 1321 95 1016- Lane group cap. 190 264 443 255 982 2653 190 1605 vic ratio 0.17 0.38 0.23 0.31 0.81 ' 0.50 0.50 0.63 Green ratio 0.11 0.14 0.29 0.14 0.29 0.50 0.11 0.32 Unif. delay d1 56.9 54.4 38.3 53.8 46.5 23.3 59.0 40.5 Delay factor k 0.11 0.11 0.11 0.11 0.36 0.11 0.11 0.21 Increm. delay d2 0.4 0.9 0.3 0.7 5.4 0.1 2.1 0.8 PF factor 1.000 0.889 0.733 0.889 1.000 0.333 1.000 0.684 Control delay 57.3 49.3 28.3 48.p 51.9 7.9 61.0 28.5 Lane group LOS E D C D :D A E C App'rch. delay 41.2 48.p" ' , 24.5 31.3, ' , [Approach LOS D D C 0 Intersec. delay 28.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, 1f Short Report Page 1 of 1 SHORT REPORT \\---~ ,0 \-j~ General Information Site Information Analyst USA I Intersection EL CAMINO REAL@ CAMIN VIDA ROB fA,gency or Co. USAI Area Type All other areas Date Performed 06130108 Time Period 2010 PM PEAK Jurisdiction CARLSBAD fA,nalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 Lane group L TR R LTR L TR L TR ~olume (VQ~L 160 15 465 35 10 35 137 444 20 50 1161 130 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 6 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0-10 .. 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 .. --.-Parking/Grade/Parking N 0 N N 0 N N 0 ·N N 0 N Parking/hr Bus stops/hr 0 0 0 d 0 e 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only, WB Only. 03 04 Excl. Left Thru & RT 07 . , ,. '08·,:, .. G = 25.0 G = 16.0 G= G= G = 11.0 G = 68.0 G=, G'!? .-.' Timing . .. -, " y= 5 y= 5 y= y= y= 5 y= 5 y= y,=; ,., Duration of Analysis (hrs = 0.25 Cycle Length G = 140.0 .. Lane Group Capacity, Control Delay, and LOS Determination ,. EB WB NB S8 IAdj. flow rate 168 212 293 85 144 488 53 1359 Lane group cap. 299 297 379 204 256 2578 132 2556 vIc ratio 0.56 0.71 0.77 0.42 0.56 0.19 0.40 0.53 Green ratio 0.18 0.18 0.26 0.11 0.08 0.49 0.08 0.49 Unif. delay d1 52.5 54.1 48.2 57.7 62.2 20.4 61.4 25.0 Delay factor k 0.16 0.28 0.32 0.11 0.16 0.11 0.11 0.13 Increm. delay d2 2.4 7.9 9.6 1.4 2.8 0.0 2.0 0.2 .. PF factor 0.855 0.855 0.769 0.914 0.943 0.370 0.943 0.370 Control delay 47.3 54.2 46.6 54.1 61.5 7.6 59.9 9.5 Lane group LOS D D D D E A E A. Apprch. delay . 49.2 54.1 19.9 ' ' 11,4 ~pproach LOS D D B B Intersec. delay 23.7 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf .Page 1 of 1 0 \\'--~ ,0 Short Report SHORT REPORT \;0'~ General Information Site Information Intersection EL CAMINO REAL@ CAMIN Analyst USA I VIDA ROB IAgency or Co, USAI ~rea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010 PM PEAK ~nalysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH . RT LT TH RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 Lane group L TR R LTR L TR L TR tvolume (vph) 160 15 470 35 10 35 140 590 20 50 117q 130 % Heavv veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 . 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 ,3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 10 0 Lane Width 12.0 12.0 12.0 12.0' 12.0 1'2.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N' Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0, " 3.0 .3.0 3.0 3.0 . Phasing EB Only WB Only 03 04 ,'Excl. Left Thni &RT 07 08 Timing G = 25.0 G = 16.0 G= G= G = 11.0 G =' 68.0 G= G= y= 5 y= 5 y= y= Y=·5 Y= 5 y= y= . Duration of Analysis (hrs = 0.25 Cycle Length C = 140.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 168 214 297 85 147 642 53 1374 Lane group cap. 299 297 379 204 256 2582 132 2555 vic ratio 0.56 0.72 0.78 0.42 0.57 0.25 0.40 0.54 Green ratio 0.18 0.18 0.26 0.11 0.08 0.49 0.08 0.49 Unif. delay d1 52.5 54.2 48.4 57.7 62.2 21.1 61.4 25.1 Delay factor k 0.16 0.28 0.33 0.11 0.17 0.11 0.11 0.14 Increm. delay d2 2.4 8.3 10.3 1.4 3.1 0.1 2.0 0.2 PF factor 0.855 0.855 0.769 0.914 0.943 0.370 0.943 0.370 . Control delay 47.3 54.6 47.5 54.1 61.8 7,8 59.9 9.5 Lane group LOS 0 0 D D E A E A f,pp:rch. delay 49.7 54.1 17.9 11.4 ~pproaeh LOS D D B B Intersee. delay 23.1 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, If Short Report Page 1 of 1 \1--f->.; \0 tJ~ SHORT REPORT General Information Site Information iAnalyst USAI Intersection EL CAMINO REAL@ CASSIA ROAD fl\gency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010 AM PEAK Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 150 5 60 5 5 10 35 1840 5 5 647 35 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival t}'pe 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3:0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 '12.0 N " , 'N:';" ...... " Parkin gIG rade/Parki ng N 0 N 0 N N 0 ·N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 ~.O 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RJ 07 :,:~' ., ~ , ~. -. ~. " , 08~ " G = 16.0 G = 10.0 , G= G= G = 15.0 G,="S9.0· " Cr= ~. ---~~ " ;13":;' .~. ~. ~ . ,- Timing y= 5 y= 5 y= y= y= 5 y= 5 y= y= Duration of Analysis (hrs = 0.25 Cycle Length C =, 120.li " .,.' Lane Group Capacity, Control Dela~, and LOS Determination, ,. EB WB NB SB iAdj. flow rate 158 68 5 16 37 1942 5 718 Lane group cap. 223 136 223 143 210 2625 210 2604 vIc ratio 0.71 0.50 0.02 0.11 0.18 0.74 0.02 0.28 Green ratio 0.13 0.08 0.13 0.08 0.13 0.49 0.13 0.49 Unif. delay d1 49.8 52.6 45.2 50.9 47.0 24.4 46.1 17.9 Delay factor k 0.27 0.11 0.11 0.11 0.11 0.30 0,11 0.11 Increm. delay d2 9.9 2.9 0.0 0.3 0.4 1.1 0.0 0.1 PF factor 0.897 0.939 0.897 0.939 0.905 0.355 0.9Q5 0.355 Control delay 54.6 52.3 40.6 48.2 42.9 9.8 41.7 6.4 Lane group LOS D D D D D A 0 A Appr.t::h. delay 53.9 46.4 10.4 . ,. '.6.7 ' " Approach LOS " " D D B A Intersec. delay 13.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.Jf Short Report SHORT REPORT General Information Site Information !Analyst Intersection EL CAMINO REAL@ USAI CASSIA ROAD !Agency or Co. USAI ~rea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010AM PEAK !Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 a 1 3 0 1 3 0 Lane group L TR L TR L TR L TR ~olume (vph) 150 5 60 5 5 10 35, 1850 5 5 655 35 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIA) A A A A A A A A A A A A StartuQ lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2:0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 a 10 0 a 10 a a 10 a a Lane Width 12.0 12.0 '12.0-1'2.0 '12.0 12.0 12.0 12,0 Parkin gIG rade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr a 0 0 0 --0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0-' ' -3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 -c04' ., Exql. Left Thru & RT' 07 08 Timing G = 16.0 G = 10.0 G= G=-. . G = 15.0 G = 59.0 G= G= y= 5 y= ·5 y= y= : Y= '5 y= 5 Y= y= Duration of Analysis (hrs = 0.25 .-----Cvcle Lenath C == -1:20.0 Lane Group Capacity, Control Dala) , and LOS Determination EB WB NB SB IAdj. flow rate 158 68 5 16 37 1952 5 726 -' Lane group cap. 223 136 223 143 210 2625 .210 2605 vIc ratio 0.71 0.50 0.02 0.11 0.18 0.74 0.02 0.28 Green ratio 0.13 0.08 0.13 0.08 0.13 0.49 0.13 0.49 Unif. delay d1 49.8 52.6 45.2 50.9 47.0 24.4 46.1 18.0 Delay factor k 0.27 0.11 0.11 0.11 0.11 0.30 0.11 0.11 Increm. delay d2 9.9 2.9 0.0 0.3 0:4 1.2 0.0 0,1 PF factor 0.897 0.939 0.897 0.939 0;905 0.355 0.905 0.355 Control delay 54.6 52.3 40.6 48.2 42.9 9,9 41.7 6.4 Lane group LOS D D ·D D D A D 'A IApl"rch. delay 53.9 46.4 10.5 . 6.7. ---. , , '-, lApp roach LOS D D B A Intersec. delay 13.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report Page 1 of1 0 V~;,,;:-~' SHORT REPORT \0 ~~ General Information Site Information Analyst USAf Intersection EL CAMINO REAL@ CASSIA ROAD Agency or Co. USAI iArea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010 PM PEAK !Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 80 5 65 10 5 10 70 648 15 5 1516 140 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95. 0.95 0.95 16ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Sike/RTOR Volume 10 0 0 10 0 0 10 0 .0 ' -10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parkin gIG rade/Parki ng N 0 N N N N --.;),j .-N 0 0 N' ,0 Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin_g __ Excl. Left Thru & RT '03 -'04 Excl. Left Thru &JU:~ -, ., -:OJ._~ ... _-.::" '08 , , . G = 16.0 G = 10.0 G= G= G = 15.0 G == 59.0 G';::.", G= .-- Timing" " Y=,5 Y= 5 Y= Y= Y= 5 Y= 5 y= y= Duration of Analysis (hrs = 0.25 Cycle Length C =" 120.0 Lane Group Capacity, Control Dela}l, and LOS Determination " -:'-'.' .. EB WB NB SB Adj. flow rate 84 73 11 16 74 698 5 1743 Lane group cap. 223 136 223 143 210 2617 210 2591 vIc ratio 0.38 0.54 0.05 0.11 0.35 0.27 0.02 0.67 Green ratio 0.13 0.08 0.13 O.OB 0.13 0.49 0:13 0.49 Unit. delay d1 47.4 52.B 45.4 50.9 4B.1 17.B 46.1 23.2 Delay factor k 0.11 0.14 0.11 0.11 0.11 0.11 0.11 0.24 Increm. delay d2 1.1 4.2 0.1 0.3 1.0 0.1 0.0 0.7 PF factor 0.897 0.939 0.B97 0.939 0.905 0.355 0.905 0.355 Control delay 43.7 53.7 40.8 4B.2 44.5 6.4 -, 41.7 B.9 Lan.~ group LOS D D 0 D D k .D A Ap~rch. delay 48.3 45.2 10.0, 9.0 ,- !Approach LOS D 0 B A lntersec. delay 12.0 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report SHORT REPORT General Information Site Information Intersection EL CAMINO REAL@ Analyst USA I CASSIA ROAD Agency or Co. USAI IArea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010 PM PEAK lAna lysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT IT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR rvolume (vph) 80 5 65 10 5 10 70 660 15 5 1535 140 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 lA.ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 .2 . .0 '2.0 Ext. eff.9seen 2.0 2.0 2.0 2.0 2.0 2.0 '2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 ,. Unit Extension 3.0 3.0 3.0 3.0 3.0 . 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 .. 0 10· 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 ' N' N 0 N N 0 N ·N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3,0 .. , :3.0 .. :3,0 3.0 3,0 3.0 3.0 Phasing Excl. Left Thru & RT 03 .. .. ,. :. .04· .. ", . Excl. Left Thru &:R1, '.' 07 " ,.08 Timing G = 16.0 G = 10.0 G= G= " , G= 15.0 G = 59.0 G= '.G:::. Y= 5 y= 5 y.= y= y= 5 y= 5 y= y= , Duration of Analysis (hrs = 0.25 f • < ~ • Cycle LenQtb C ::: .120.0~ , " Lane Group Capacity, Control Delay, and LOS,Determination , . " ! • '1 EB WB NB SB IAdj. flow rate 84 73 11 16 74 711 5 1763 Lane group cap. 223 136 223 143 210 2617 21'0 2591 vIc ratio 0.38 0.54 0.05 0.11 0.35 0.27 0,02 '0.68 Green ratio 0.13 0.08 0.13 0.08 0.13 0:49 0.13 0.49 Unif. delay d1 47.4 52.8 45.4 50.9 48.1 17.9 46.1 23.3. Delay factor k 0.11 0.14 0.11 0.11 0.11 0.11 0.11 0.25 Inerem. delay d2 1.1 4.2 0.1 0.3 1.0 0.1 0.0 0.7 PF factor 0.897 0.939' 0.897 0.939 0.905 0.355 0.905 0.355 Control delay' 43.7 53.7 40.8 48.2 44.5 6.4 41.7 9.0 Lane group LOS 0 D 0 0 0 A 0 A Appreh. delay 48.3 . 45.2 10.0 9.1 : Approach LOS 0 0 B A Intersec. delay 12.0 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 .~~ \. ,0 ~~ SHORT REPORT General Information Site Information ~nalyst USA I Intersection EL CAMINO REAL@ ALGA RD. Agency or Co. USAI IArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period 2010 AM PEAK !Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR '!s>lume (vph) 189 180 300 520 255 190 210 1675 14'5 115 657 118 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 5 5 5 5 Wnit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 100 10 0 50 10 0 100 10 0 30 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 1:2.0" 1;2.0 12.0 12.0 , .. Parking/Grade/Parking N 0 N N 0 N N 0 " N N .0 'N Parking/hr Bus stops/hr 0 0 0 0 0 0 O. 0, '0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0, , $.0" 3.0 3.0 Phasing Excl. Left WB Only Thru & RT 04 Excl. Left NB;OnJy,.", Thr:u;&RT., 08 G = 14.0 G = 23.0 G =,12.0 G= G = 8,0 G =, 2t.'O·" .'8='25.0' <3= , Tir,ning' y= 5 y= 5 y= 5 y= y= 5 y= 5' ' , ; y= 5 y= Duration of Analysis (hrs = 0.25 Cycle. Length C ::: 139.0 ' .. Lane Group Capacity, Control Delay, and LOS Determination -" . . ~ , - " ," EB WB NB SB Adj. flow rate 199 189 211 547 415 221 1763 47 121 785 Lane group cap. 328 322 260 1039 1014 937 2190 605 187 942 vIc ratio 0.61 0.59 0.81 0.53 0.41 0.24 0.81 '0.08 0.65 0.83 Green ratio 0.10 0.09 0.18 0.30 0.29 0.29 0.41 0.41 0.06 0.18 Unif. delay d1 59.9 61.1 54.7 40.2 40.0 37.8 36.1 25.0 64.1 55.0 Delay factor k 0.19 0.18 0.35 0.13 0.11 0.11 0.35 0.11 0.22 0.37 Inerem. delay d2 3.2 2.8 17.5 0.5 0.3 0.1 2.3 0.1 7.6 6.5 PF factor 0.925 0.937 0.854 0.711 0.731 0.731 0.537 0.537 0.959 0.854 Control delay 58.6 60.0 64.2 29.1 29.5 27.8 21.7 1'3.5 69.1 53.5 Lane group LOS E E E C C C C B E D IApprch. delay 61.0 29.3 22.1 q5.5 lApp roach LOS E C C E Intersec. delay 35.6 Intersection LOS 0 HCS200n™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report Page 1 of 1 ,IX '0 0 . \. SHORT REPORT General Information Site Information Intersection EL CAMINO REAL@ ALGA IAnalyst USAI RD. IAgency or Co. USAI IArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Time Period 2010AM PEAK lAna lysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR lVolume (vph) 190 180 300 520 255 190 210 1680 145 115 665 120 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 . 0;95 0.95 0.95 ~ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2:0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 V\rrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 100 10 0 50 10 0' 100 10 0 30 Lan'e Width 12.0' 12.0-12.0 12.0 12.0 12.0 12.0 :12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0: 0 .0 0 0 0 0 0 0 Unit Extension 3.0 : '3.0,· 3.0' '.' 3:0 3.0 3.0 3.0 3.0 3.0 3.0 " . . Phasing Excl. Left WB Only'" Tf.ir'Cf& RT ''':''····04 Excl. Left NB'Oiily-. Thru~' ~t· ... , dS" - .' G = 14.0 G = 23.0 G'::; 12.0 , G= G= 8.0 G = 27.0 ' G·=25.0 <3= .. Timing y= 5 y= 5 .. y= '5 .. y= y= 5 y= 5 . y= '5 y= . Duration of Analvsis (hrs = 0.25 '. : .. -" Cvcle Lenath C = 1'39:0 '. . . ,'. Lane Group Capacity, Control Delay, and LOS Determination '. .. EB WB NB SB IAdj. flow rate 200 189 211 547 415 221 1768 47 121 795 Lane group cap. 328 322 260 984 1014 937 2190 605 187 942 vIc ratio 0.61 0.59 0.81 0.56 0.41 0.24 0.81 0.08 0.65 0.84 Green ratio 0.10 0.09 0.18 0.30 0.29 0.29 0.41 0.41 0.06 0.18 Unif. delay d1 59.9 61.1 54.7 40.7 40.0 37.8 36.2 25.0 64.1 55.1 Delay factor k 0.20 0.18 0.35 0.15 0.11 0.11 0.35 0.11 0.22 0.38 Increm. delay d2 3.3 2.8 17.5 0.7 0.3 0.1 2.3 0.1 7.6 7.1 .. PF factor 0.925 0.937 0.854 0.711 0.731 0.731 0.537 0.537 0.959 0.854 Control delay 58.7 60.0 64.2 29.6 29.5 27.8 21.1 1.3.5 69.1 54.2 Lane group LOS' E E E C C C C B E D IApprch. delay 61.1 29.6 22.2 56,;1·, .. lAPP roach LOS E C C E Intersec. delay 35.8 Intersection LOS b HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf v)~ ". ,. -; ... ~:.-, ::. c. ,~ "'~ '~"": .~'~ t.· ..... ;......- _ ,.t"-.:'£ ~ ... :: .. ~. ": \. ~ : , r>. :., ~I Short Report Page 1 ofl R ''0' \;0 ~~ SHORT REPORT General Information Site Information IAnalyst USA/ Intersection EL CAMINO REAL@ ALGA IAgency or Co. USAI , RD, Date Performed 06120108 Area Type All other areas Jurisdiction CARLSBAD Time Period 2010 PM PEAK lAna lysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2' 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR Volume (vph) 237 425 360 200 390 125 455 640 640 150 1.434 178 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0 .. 95' 0.95 0.95 0.95 0.95 Actuated{P / Al A A A A A A A A A A .A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0 2.0 Ext. eff. _green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 lL\rrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 100 10 0 60 10 100' : 10 60 . Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12;0 1'2.0 . 12.0 12.0 ,. ,~. ' .. .,. .;N: Parking/Grade/Parking N 0 N N 0 N N 0 N 0 N Parking/hr " 6 Bus stops/hr 0 0 0 0 0 0 0 , . 0, 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.;0 3.0 3.0 3.0 :'. Phasing . Excl. Left Thru & RT 03 04 Excl. Left Thn.)<C '.--: :o} 08 . . '. G = 19.0 G = 27.0 G= G= G = 26.0 . ,G ,::"d-s:c')"-,:G =,~': .... G= - ,:rnmin~j': ' .. y= 5 y= 5 y= y= y= 5 Y='5 y= y= -'.' Duration .of AnajysisJhrs) = 0.25 Cycle"le'ng(l1C"i::' 140.0 , lane--Group Capacity, Control Dela~, and LOS 'Determination ", ',' -,"" ',~' ~ " ~ ,~ " " EB WB NB SB Adj. flow rate 249 447 274 211 479 479 674 516 158 1633 Lane group cap. 442 720 612 466 703 605 1831 771 605 1810 vIc ratio 0.56 0.62 0.45 0.45 0.68 0.79 0.37 0.67 0.26 0.90 Green ratio 0.14 0.19 0.41 0.14 0.19 0.19 0.34 0.51 '0.19, . 0.34 Unif. delay d1 56.6 51.8 29.5 55.7 52.5 54.4 34.6 25.2 48.8 43.8 Delay factor k 0.16 0.20 0.11 0.11 0.25 0.34 0.11 0.24 0.11 0.42 Increm. delay d2 1.7 1.7 0.5 0.7 2.7 7.1 0.1 2.3 0.2 6.7 PF factor 0.895 0.841 0.528 0.895 0.841 0.848 0.652 0.294 0.848 0.652 Control delay 52.4 45.2 16.1 50.6 46.8 53.2 22.7 9.7 41.6 35.3, Lane group LOS 0 0 B 0 0 0 C A 0 0 - lL\pprch. delay 38.8 '48.0 27.4 35.8 , . Approach LOS 0 0 C 0 Intersec. delay 35.3 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, All Rights Resen1ed Version 4.1f Short Report SHORT REPORT General Information Site Information Intersection EL CAMINO REAL@ ALGA Analyst USA I RD. IAgency or Co. USAI IArea Type All other areas Date Performed 06120108 Jurisdiction CARLSBAD Irime Period 2010 PM PEAK Analysis Year YEAR 2010 WITH PROJECT, Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR lYolume (vph) 240 425 360 200 390 125 455 650 640 150 1440 180 % Heavy veh 2 2 2 2 2 2 2 2 2 " 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 :0.95 0 .. 95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2:0 ' 2.0 2.0 ,e..rrival type 5 5 5 5 5 5 5 '5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 100 10 0 60 10 150 10 60 12.0 12.0 " Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 " '/ '; 'C - .j' --I.;:' Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr 'l3us stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 ' '3.0', '3.0 3.0 3.0 3.0 3.0, "3.0' 3.0 3.0' : ;. .:-~: j. , " .~ , Phasing Excl. Left Thru &'RT ' ", , 03 " 04 Excl. Left Thru & R:T. ' 'O'()7 -., ,~ . ~ '08'" ":~~ , ;, ~, .. '; •• ;_T i '. ....._ ":'" 'Ir' • I .... .-.t.. ~ , , G = 19.0 G = 27.0' G -' ' . G= G =' 26.0, G'::' 48.0 'G= G= . ~ '" :'; :~, ',' Timing -' y= 5 y= 5 'y= y= y= 5 y= 5 ' y= y= " ..... ~'., '. Duration of Ana Iv sis (hrs = 0.25 '" " " Cycle Length C'i:: • 140:0' : , .. , - Lane Group Ca~acity, Control Dela) , and LOS Determination ' , .. . , .. -:.~-." EB WB NB SB IAdj. flow rate 253 447 274 211 479 479 684 516 158 1642 Lane group cap. 442 720 612 466 703 605 1831 7'71 605 18,10 vic ratio 0.57 0.62 0.45 0.45 0.68 0.79 0.37 0.67 0.26 0.91 Green ratio 0.14 0.19 0.41 0.14 0.19 0.19 0.34 0.51 0.19 ' 0.34 Unif. delay d1 56.7 51.8 29.5 55.7 52.5 54.4 34.7 25.2 48.8 43.9 Delay factor k 0.17 0.20 0.11 0.11 0.25 0.34 0.11 0.24 0.11 0.43 Increm. delay d2 1.8 1.7 0.5 0.7 2.7 7.1 0.1 2.3 0.2 7.1 PF factor 0.895 0.841 0.528 0.895 0.841 0.848 0.652 0.294 0.848 0.652 ' Control delay 52.6 45.2 16.1 50.6 46.8 53.2 22.7 9.7 41.6 35.7 Lane group LOS 0 0 B 0 D· 0 C 'A ' ''0 0' Apprch. de'lay 38.9 48.0 27.4 ' 86.i ,,' Approach LOS 0 0 C 0 Intersec. delay 35.4 Intersection LOS () HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report Page 1 of 1 '~/ \>--\ \() SHORT REPORT \~~ General Information Site Information Analyst USAI Intersection AMBROSIA LN.@A VIARA PKWY. !Agency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2010AMPEAK !Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR .L TR /..TR LTR rvolume {vph} 20 425 5 10 700 45 10 5 10 52 5. 10 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ' 0.95 0.95 0.95 0.95 lL\ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 ., ,0 10 0 0 ' ., Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 tv N .. , . -. . Parking/Grade/Parking N 0 N N 0 o . ,', N N o· N -Parking/hr , Bus stops/hr 0 0 0 0 ·0. 0 Unit Extension 3.0' 3.0 3.0 3.0 3.Q 3.0 :; Pnasil1g Excl. Left Thru & RT .0.3. '. 04 . ' : NB:OrJly,' .sa~biiJY .:~. ' 07 08 Timing G = 10.0· G = 50.0 G= G= .G~:4tJ.Q 'G == ~-2·O:.rr· '<3=' G= Y= 5 Y= 5 Y= Y= Y"75. Y=5 Y= , Y=. Duration of Analysis (hrs = 0.25 . Cycle Length C = 110.0 -.lane Group Capacitlf, Control Delay,· and LOS Deterrnin~tion ., : " . , . - EB WB NB SB Adj. flow rate 21 452 11 784 27 71 Lane group cap. 152 1694 152 1680 161 331 vIc ratio 0.14 0.27 0.07 0.47 0.17 9.21 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 46.0 18.6 45.8 20.8 46.2 38.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.4 0.1 0.2 0.2 0.5 0.3 PF factor 0.933 0.444 0.933 0.444 0.933 0.852 Control delay 43.4 8.4 42.9 9.4 43.6 33.0 Lane group LOS D A D A D C -. !Apprch. delay 9.9 9.9 43.6 .. 33.0 . . iApproach LOS A A D C Intersec. delay 11.8 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 "-. \p<;r \(J SHORT REPORT General Information Site Information \jJQ Analyst Intersection AMBROSIA LN.@AVIARA USA I PKWY. fA,gency or Co. USAI Area Type AU other areas Date Performed 06130108 Jurisdiction CARLSBAD rrime Period 2010 AM PEAK Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT' TH ' RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR rv'0lume (vph) 20 425 5 10 700 50 10 5 10 60 5 10 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A P A A A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 :5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0-() 12.0 12.0 12.0 12.0, 1,2:6 ' -, Lane Width 12.0 " ' t~' : ..... - Parkin gIG rade/Parking N O-N N 0 N N 0 'N N 0 A( , , Parking/hr Busstops/hr 0 0 0 0 0 0 , , " Unit Extension 3,0 3.0 3.0 3.0 3.0 3 . .0, . --- . Phasir'lQ 'Excl. Left ' Thru & RT ' , ·03 04 SB Only NB'.Onl~ -, 07, : ",': ':,;':08 ",': ~ , ~-' ." " ~ -, _~":.r :~~.~~ .' ~~_A' * G = 10.0 :G = 50:0 ' G= G= G = 20.0 G = 10.0 " G= : .. ---~ ; $:;';;" """ Timing y= 5 y= 5 y= y= y= 5 y= 5 ' y= .. Y:.' ---'.- --, -,. -~: ... ~~: .. Duration of Analysis (hrs ,= 0.,25 . , . , ' . Cycle Length G::; . :1.10,.0 ':.,",', ",',;,, " '-I,t. Lane Group Ca'pacitv, Control Delay, and LOS Determination' -, ," :: , ~ ~... w - EB WB NB 'SB It\dj. flow rate 21 452 11 790 27 79 Lane group cap. 152 1694 152 1679 161 331 vic ratio 0.14 0.27 0.07 0.47 0.17 0.24 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 46.0 18.6 45.8 20.8 46.2 38.5 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.56 Increm. delay d2 0.4 0.1 0.2 0.2 0.5 1.7 PF factor 0.933 0.444 0.933 0.444 0 . .933 0.852 Control delay , 43.4 8.4 42.9 9.5 43.6 34.S Lane,group LOS 0 A 0 A 0 .. , . '-' C : " Apprch"delay , , 9.9 9.9 43.6~ " ; ,34.5 1, ... Approach LOS A A 0 ' , C Intersec. delay 12.0 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f SHORT REPORT General Information Site Information Analyst USA I Intersection AMBROSIA LN.@AVIARA PKWY. Agency or Co. USAI ~rea Type All other areas Date Performed 06130/08 Jurisdiction CARLSBAD Time Period 2010 PM PEAK ~nalysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR \lolume(vph) 15 900 5 30 705 120 5 5 15 74 5 15 % Heavyveh 2 2 2 2 2 2 "2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ·0.95 0.95 0.95 0.95 0.95 IActuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 J\rrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 "0 ·0 10 0 10 0 0 . Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 " " Parking/G rade/Parki ng N 0 N N 0 N N 0 .N N () N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0· 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 ." .' NB'Only.. SB Only 07 08 G = 10.0 G = 50.0 G=· G= .. ' ,G:::' 10.0 G= 20:0 G= ". , G=" ". .' Iriming y= 5 y= 5 y= y= : ,y= ·5 'y= 5 y= y= Duration of Analysis (hI's) = 0.25 ' , Cycle Len_gth C = 110.0 Lane Group Capacity, Control Delay, and LOS.Deterrnination EB WB NB SB Adj. flow rate 16 952 32 868 26 99 Lane group cap. 152 1695 152 1657 162 330 vIc ratio 0.11 0.56 0.21 0.52 0.16 0.30 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 45.9 22.0 46.3 21.5 46.1 ,38.9 Delay factor k 0.11 0.16 0.11 0.13 0.11 0.11 Increm. delay d2 0.3 0.4 0.7 0.3 0.5 0.5 PF factor 0.933 0.444 0.933 ·0.444 0.933 0.852 Control delay 43.1 10.2 43.9 9.9 43.5 33.7 Lane group LOS D B D A D C Apprch. delay 10.7 11.1 43.5 33.7' Approach LOS B ~ D-C Intersec. delay 12.5 Intersection LOS B HC82000™ Copyright © 2000 University ofFlonda. All Rights Reserved Version 4.1£ file:IIC:\Documents and Settings\SKab\Local Settings\Temp\s2k4BF.tmp 6/30/2008 SHORT REPORT General Information Site Information Intersection AMBROSIA LN.@AVIARA Analyst USA I PKWY. Agency or Co. USAI IArea Type All other areas Date Performed 06130108 Wurisdiction CARLSBAD Time Period 2010 PM PEAK lAna lysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT ' LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 15 900 5 30 705 130 5 5 15 80 5 15 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3;0 PedJBikeJRTOR Volume 10 0 0 10 . 0 0 10 0 0 " 10 0 0 ,-. ' . Lane Width 12.0 12.0 12.0 ' 12.0 12.0. . , 12.0, .- Parking/Grade/Parking N 0 N N N N N ,. , j\{ . --~ -.0 N 0 0 Parking/hr ,. , Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3,0 ' , , '. ,3:Q , . . , , Phasing Excl. Left Thr-u &-RT 03 04' , NB Only SB:Only: ~ /.' ,08.,;,: ';:, -" : '''-;Oit<·:~,; G:;', 10:0 G = 50.0 G= G= ' G = 10.0 'G = 20.0 G=::-:f. '!:,::; -:'G-= ,. , ," Timing y= 5 y= 5 y= y= y= 5 y= 5 y,~, "","; y =< Duration of Analysis {hrs = 0.25 Cycle Length:'C. =. _~ 1.1 0.,0. .' ": . i·' . Lane Group Capacity, Control Delay, and LOS Determination ., -. -,--, " -,,-- EB WB NB SB IAdj. flow rate 16 952 32 879 26 ' 105 Lane group cap. 152 1695 152 1655 158 331 ~Jc ratio 0.11 0.56 0.21 0.53 0.16 0.32 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 45.9 22.0 46.3 21.6 46.1 39.1 Delay factor k 0.11 0.16 0.11 0.13 0.11 0.11 Increm. delay d2 0.3 0.4 0.7 0.3 0.5, 0.6 PF factor 0.933 0.444 0.933 0.444 0.933 0,852 '. , Control delay 43.1 10.2 43.9 9.9 43.6 .. 33.8 Lqne group LOS D i3 D' A D C Appr.ch. delay '10.7 11.1 43.6. __ . " .: ',' ~:"'" : ,33.8 " " IApproach LOS B B D C Intersec. delay 12.5 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights ReseIYed Version 4.1£ file:IIC:\Documents and Settings\SKab\Local Settings\Temp\s2k4CB.tmp 6/30/2008 \ 5 ~-I~ TWO-WAY STOP CONTROL SUMMARY _ \CJ HCS2000: Unsignalized Intersections Release 4.1f --------------------------------------------------~ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: AMBROSIA LN./PROJECT DWY. Jurisdiction: CARLSBAD Units: u. S. customary Analysis Year: YEAR 2010 Project ID: AVIARA East/West Street: APARTMENT DRIVEWAY North/South Street: AMBROSIA Lru~E Intersection orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~------~-----------=~~----~--------------Major Street: Approach Eastbound Westbound Movement 1 2 3 L T R Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration upstream Signal? Undivided No Minor Street: Approach Movement Northbound Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 7 L Flared Approach: Exists?/Storage 8 T 74 0.95 77 .. , 0 0 Lanes 1 Configuration ,; o TR 9 ,R .~. .. , '1 0..95 1 0 No 1 ,I / 4 5 6 L T R 3 22 0.95 0.95 3 23 0 / No 1 1 L R No Southbound 10 11 12 L T R 5 72 0.95 0.95 5 75 0 0 '0 0 1 LT Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L TR LT v (vph) 3 78 80 C (m) (vph) 1636 868 891 vic 0.00 0.09 0.09 95% queue length 0.01 0.30 0.30 Control Delay 7.2 9.6 ' 9.4 LOS A A, A ApproCl,ch Delay '9.6 9.4 Approach LOS A A / 12 VU''( HCS2000: Unsignalized Intersections Release 4.1f \c;>~ _______________________ TWO-WAY STOP CONTROL SUMMARY ______ ~~------------__ --_, \() v~~ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: AMBROSIA LN./PROJECT DWY. Jurisdiction: CARLSBAD units: U. S. customary Analysis Year: YEAR 2010 Project ID: AVIARA East/West Street: APARTMENT DRIVEWAY North/South Street: AMBROSIA LANE Intersection orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~--------------------=-~~--~----------------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Chal:melized? Lanes Configuration upstream Signal? Minor Street: Approach Movement Volume Peak Hour Factor, PHF 'HolirlY1flow Rate, 'HFR Percent Heavy Vehicles Percent Grade (%) L T R Undivided No Northbound 789 L 'T R 147 3 0.95 0.95 154 3 0 0' ' 0 Flared Approach: Exists?/Storage No Lanes 1 0 Configuration TR 4 5 6 L T R 1 9 0.95 0.95 1 9 0 / No " 1 1 L 'R, No Southpound 10 1';1. 12 I. '~,"" R ~: } " .-1_ .. : 22 ' 99' , 0.95 0'.9'5 23, H~4, 0 0' 0 / / 0 1 LT Delay, Queue Length, and Level of Service ----------------------~--~~--------EB WB Northbound Southbound Approach Movement Lane Config v (vph) C (m) (vph) vic . 95% queue l~ngth Control Delay LOS , Approach Delay Approach LOS 1 4 7 8 9 10 11 12 L TR LT 1 1636 0.00 0.00 7.2 A 9.9 A 157 890 0.18 0.64 9.9 A 127 875 0.15 0.51 ,9,.8 A Short Report Page 1 of 1 A. It; ,~r \to ~f SHORT REPORT General Information Site Information Analyst USAI Intersection EL CAMINO REAL@ DOVE LANE [Agency or Co. USAI Area Type Afl other areas· Date Performed 06123108 rrime Period 2010AM PEAK Jurisdiction CARLSBAD [Analysis Year YEAR 2010 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR .L TR L TR L TR r-Yolume (vph) 75 10 20 60 15 65 35 2010 10 45 811 70 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 0.95 "0.95 Actuated (P/A} A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 . 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 .10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 ·N N .0 N Parking/hr Bus stops/hr 0 0 0 0 0 O. 0 0 ,. Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru &RT 07 " . 08 Timing G = 20.0 G = 15.0 G·= G= G = 10.0 G= 70 .. 0 G:: . ~ G=: y= 5 y= 5 y= y= y= 5 Y=.5 y= y= Duration of Analy_sis(hrs) = 0.25 .. Cycle.lengtli C = 135.0 / .' 1 Lane Group Capacity, Control Delay, and LOS Determination' EB WB NB SB ~dj. flow rate 79 32 63 84 37 2127 47 928 Lane group cap. 248 193 248 187 124 2767 124 2734 vIc ratio 0.32 0.17 0.25 0.45 0.30 0.77 0.38 0.34 Green ratio 0.15 0.11 0.15 0.11 0.07 0.52 0.07 0.52 Unif. delay d1 51.4 54.3 50.9 56.1 59.2 26.0 59.5 19.0 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.32 0.11 0.11 Increm. delay d2 0.7 0.4 0.5 1.7 1.4 1.4 1.9 0.1 PF factor 0.884 0.917 0.884 0.917 0.947 0.282 0.947 0.282 . .. - Control delay 46.2 50.2 45.5 . 53.2 57.4 8.7 58.3 5.4 Lane group LOS D D D D E A E A. Apprch. delay 47.4 49.9 9.5 8.0 . . .,. --, --,. . . Approach LOS 0 '0 A A Intersec. delay 12.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short RepOli SHORT REPORT General Information Site Information ' . Intersection EL CAMINO REAL@DOVE Analyst USAf LANE Agency or Co. USAI ~rea Type All other areas Date Performed 06123108 Jurisdiction CARLSBAD Time Period 2010AM PEAK Analysis Year YEAR 2010 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 . Lane group L TR L TR L TR L TR !Volume (vph) 79 10 20 60 15 65 35 2014 10 45 819 77 % Heavy veh 2 2 2 2 2 2 2 2 '2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0;95 0.95 D.95 0.95 0.95 ~ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 . 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 .: .. 0. 10. 0 0 LaDe Width 12.0 12.0 12.0 12.0 12,0 1~Jl'" '.' 1?.'O, ' 12:0 .. 1_' Parking/Grade/Parking N 0 N N N N ·0 ' .. N N " 0 N 0 .. Parking/hr Bus ~tops/hr 0 0 0 0 0 ,.0., ~ < '. 0 0 Unit Extensi9n. 3.0 3.0 3.0 3.0 3.0 f(j .' . ~,D 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Tbrci":&R:C ,',. ;,!07~" .... '. 08 ., G = 20.0 G= 15.0 G= G= . G = 10.0 G :;::,'1'0::0: . ';S=' -: . " ,G= Timing . y= 5 y= 5 y= y= y= 5 y=:s, y::;/ y:;: . G>uration of Analvsis (hrs = 0.25 -~., ' Cycle :Cangtli C =. 1.35,0 Lane 'Group Capacity, Control Dela~, and LOS Determ'inatioli, ' . , .. .. • < .. . ' . .. EB WB NB SB Adj. flow rate 83 32 63 84 37 2131 47 943 Lane group cap. 248 193 248 187 124 2767 124 2732 vic ratio 0.33 0.17 0.25 0.45 0.30 0.77 0.38 0.35 Green ratio 0.15 0.11 0.15 0.11 0.07 0.52 0.07 0.52 Unif. delay d1 51.5 54.3 50.9 56.1 59.2 26.1 59.5 19.1 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.32 0.11 0.11 Increm. delay d2 0.8 0.4 0.5 1.7 1.4 1.4 1.9 0.1 PF factor 0.884 0.917 0.884 0.917 0.947 0.282 0.947 0.282 ~ontrol delay 46.4 50.2 45.5 53.2 57.4 8.7 58.3 5.5 .. Lane group LOS D D D D E A E A , . Apprch. de'lay 47.4 49.9 . 9.6 8.0 ". , " ~pproach LOS 0 0 A A Intersec. delay 12.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report General Information ~nalyst USAf ~gency or Co. USAI Date Performed 06123108 Time Period 2010 PM PEAK Volume and Timing Input EB LT TH Num. of Lanes 1 1 Lane group L TR Volume (vph) 170 25 % Heavy veh 2 2 PHF 0.95 0.95 Actuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 ~rrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 10 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 . 3.0 Phasing Excl. Left Thru & RT' " 03 rriming G = 20.0 G = 15.:0 . 'G=" y= 5 y= 5 y= Duration of Analysis (hrs = 0.25 Page 1 of 1 0 \b'" { 1° SHORT REPORT tJ~ RT 0 100 2 0.95 A 0 N : Site Information Intersection EL CAMINO REAL@ DOVE LANE lL\rea Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 NO PROJECT WB NB SB LT TH RT LT TH RT Lr TH RT 1 1 0 1 3 0 1 3 0 L TR L TR L TR 80 25 80 15 943 45 85 1582 225 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 O.~5 0.95 0.95 A A A A A A A A .A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5. 5 3.0 3.0 3.0 3.0 3.0 3.0 10 0 0 10 0 0 10 0 0 12.0 12.0 .12.0 12.0 12.0 12.0 N 0 N N 0 N N 0 N 0 0 0 0 0 0 .. 3.0 3.0 3.0 3.0 3.0 3.0 04 Excl. Left ' ThrLr&RT' ,OJ, ,. ()'8·_~ : " ' .. G= G = 10.0 G == 70.0 <3= . .-. . G';£:" ......... ~ y= y= 5 y= 5 y= y= Cycle Length C = 135:0 . ' .. .' , "" ~ ,'~ .. :' ...., -, .. . ~ ,1'1t"~''' •• "",,,·, "'-., .. \-:'.' Lane Group Capacity, Control Dela} , and LOS Determination , .. EB WB NB SB Adj. flow rate 179 131 84 110 16 1040 89 1902 Lane group cap. 248 188 248 189 124 2750 124 2714 vic ratio 0.72 0.70 0.34 0.58 0.13 0.38 0.72 0.70 Green ratio 0.15 0.11 0.15 0.11 0.07 0.52 0.07 0.52 Unif. delay d1 54.8 57.8 51.6 57.0 58.4 19.5 61.1 24.6 .. Delay factor k 0.28 0.26 0.11 0.17 0.11 0.11 0.28 0.27 Increm. delay d2 9.9 10.7 0.8 4.5 0.5 0.1 18.1 0.8 PF factor 0.884 0.917 0.884 0.917 0.947 0.282 0.947 0.282 Control delay 58.4 63.7 46.4 56.8 55.8 5.6 75.9 7.f3 Lane group LOS E E D E E A E A Apprch. delay 60.6' 52.3 6.3 10.8, .', ~pproach LOS .. .' .. E D A B Intersec. delay 16.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report General Information IA.nalyst USA I Agency or Co. USAI Date Performed 06123108 Time Period 2010 PM PEAK Volume and Timing Input EB LT TH Num. of Lanes 1 1 Lane group L TR Volume (vph) 180 25 % Heavy veh 2 2 PHF 0.95 0.95 V\ctuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival typ.e 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 10 0 · Lane' Width 12.0 12.0 . Parking/Grade/Parking N 0 Parking/hr · Bus stops/hr 0 0 · Unit Extension 3.0 3.0 , ' ., _ '''' ,~.,~ .1, J' SHORT REPORT Site Information Page 1 of 1 0 \b"\\ \.0 wf Intersection EL CAMINO REAL@DOVE LANE Area Type All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2010 WITH PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 0 1 1 0 1 3 0 1 3 0 L TR L TR L TR 100 80 25 80 15 952 45 85 1588 231 2 2 2 2 2 2 2 2 2 2 0,95 0.95 0.95 0.95 0.95 0.95 0.95 .0.95 0.95 0.95 A A A A· A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5 5 3.0 3.0 3.0 3.0 3.0 3.0 0 10 0 0 10. 0.. .. ~O·._ 10 0 0 12.0 12.0 12.0, ·1:2.0 .. 12.0 12.0 N N 0 N N 0 N N 0 N --, .. 0 0 0 0:· . !", • 0 0 3.0 3.0 3.0 .3:(J '. 3.0 3.0 >. , '. ~..-. Ph.asing· Excl. Left Thru & RT 03 04 Exct teft Thr~'&:RT'" 07 08· Timing G = 20.0 G = 15.0 G= G= G = '10.0 'G =70;0 . G= G= Y= 5 Y= 5 y= y= Y= 5 y= 5:' , y= y= ,: · Duration of Analysis(hrs = 0.25 " ,,' ," Cyble'l.:ength 0 = 135.0 Lane Group Capacity, Control Dela\, and LOS Determination .. " . . EB WB NB SB Adj. flow rate 189 131 84 110 16 1049 89 1915 / Lane group cap. 248 188 248 189 124 2750 124 2713 vIc ratio 0.76 0.70 0.34 0.58 0.13 0.38 0.72 0.71 Green ratio 0.15 0.11 0.15 0.11 0.07 0.52 0.07 0.52 Unif. delay d1 55.2 57.8 51.6 57.0 58.4 19.5 61.1 24.7 Delay factor k 0.31 0.26 0.11 0.17 0.11 0.11 0.28 0.27 Inerem. delay d2 13.0 10.7 0.8 4.5 0.5 0.1 18.1 0.9 PF factor 0.884 0.917 0.884 0.917 0.947 0.282 0.947 0.282 Control delay 61.8 63.7 46.4 56.8' 55.8 5.6 75.9 7.8 Lane group LOS E E D E E A E. A ~pprch. delay 62.6 52.3 6.3 10.8. Approach LOS E D A B Intersec. delay 16.4 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f The Bridges at Aviara Acacia Investors 004305 APPENDIXC BUILDOUT WORKSHEETS ©Urban Systems Associates, Inc. July 29,2008 43 05-Report_D.wpd · The Bridges at A viara APPENDIX B & C INPUTS AND ASSUMPTIONS FOR INTERSECTION CAPACITY ANALYSIS. USING THE HIGHWA Y CAPACITY MANUAL (HeM) METHOD o Arrival Type = 3-5 (Arrival type 5 used at all locations). o Cycle Length (C) = Min. 120-140 seconds (as determined by City Traffic Engineer). o Ideal Saturation Flow Rate for HCM software = 1,-800 pcphplleft-turns, . 2",000 pcphpl through movements. o Yellow Interval = 4 sec. o All-Red= 1 sec. o MinimmTI Heavy Vehicles = 2%. o Peak Hour Factor (PHF) = 0.95. o I-Value = 1.00 (Iflower than 1.00 additional data provided to quantify the upstream VIC of contributing lane groups). Note: For major intersections, an extra data page is provided showing the Saturation Flow Rate alld I-Value used. Short Report Page 1 of 1 \/ fx ~----------------~~~~~~----------------~<~O SHORT REPORT -t/ General Information Analyst ~gency or Co. Date Performed Time Period USAf USA I 06124108 AM PEAK HOUR Site Information Intersection Area Type Jurisdiction ~nalysis Year POINSETTIA LANEII-5 sa RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT Volume and Timing Input Num. of Lanes Lane group ~olume (vph) % Heavy veh PHF \6,ctuated (PIA) StartUIJ lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr LT o o N EB WB TH RT LT TH 2 1 2 2 T R L T 620 180 481 895 2 2 2 2 0.95 0.95 0.95 0.95 A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 50 12.0 12.0 12.0 12.0 o N N 0 o o o o NB SB RT LT TH RT LT TH RT o o o o 1 1 1 L LT R '197 1 200 222 0.95 0.95 0.95 A 'A A 2.0 2.0 2.0 .2.0 2.0 2.0 5 ,5 5 __ 3.0 3.0 3.0 o o 50 .12.0 12.0 12.0 .--N N N N· 0 N o o o Unit Extension 3.0 3.0 3.0 $.0 .' " . ~.O 3.0 3.0· Phasing WB Only Thru & RT 03 04 SB Only 06 ):)'7. .', : 08 r . G = 20.0 G = 45.0 G = G = G = 40.0 G = G :::':' . " ':'"13 = - : -" Imlng Y = 5 Y = 5 . Y = . Y = Y = 5 Y = Y = Y = Duration of Analysis (hrs = 0.25 Cye.le LE;mgth-C = .. 1'20.0 Lane' Group Capacity, Control Delay, and LOS Determination EB WB NB sa ~dj. flow rate 653 137 506 942 104 104 158 Lane group cap. 1400 563 543 2178 559 560 500 vIc ratio 0.47 0.24 0.93 0.43 0.19 0.19 '0.32 Green ratio 0.38 0.38 0.17 0.58 0.33 0.33 0.33 Unif. delay d1 28.4 25.8 49.3 13.9 28.4 28.4 29.8 Delay factor k 0.11 0.11 0.45 0.11 0.11-0.11 0.11 Inerem .. delay d2 0.2 0.2 23.1 0.1 0.2 0.2 0.4 PF factor 0.600 0.600 0.867 0.120 0.667 0.667 0.667 Control delay 17.3 15.7 65.9 1.8 19~1 19.1 20.2 Lane group LOS a a E A Apprch. 'delay 17.0 24.2 19.6 . Approach LOS a c a lntersec. delay 21.4 Intersection LOS c HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report SHORT REPORT _ General Information Site Information Intersection ~nalyst USAI ~gency or Co. USAI !Area Type Date Performed 06124108 Jurisdiction Time Period AM PEAK HOUR ~nalysis Year Volume and Timing Input EB WB LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 Lane group T R L T 1V0Iume{vph) 620 180 500 895 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 IActuated (PIA) A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 50 Lane Width 12.0' 12.0 12.0 ' 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0' Unit Extension 3.0 3:0 . 3.0· ,3.0 .. , .. Phasing WB Only Thru & RT 03 ;. '04-," . -SB'Only Timing G = 20.0 G = 45.0 G= G= G = 40.0 y= 5 y= 5 y= y= y= 5 Duration of Analysis {hrs = 0.25 . . " . .. Page 1 of 1 ~ V' tlfJ0 \,j ~ POINSETTIA LANEII-5 SB RAMPS All other areas CARLSBAD YEAR 2030 WITH PROJEOT NB SB LT TH RT LT , TH RT 0 0 0 1 1 1 L LT R 205 0 200 2 2 2 0.95 0.95 0.95 A A A 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 3.0 3.0 3.0 0 0 50 12.0 12.0 14.0 N N N 0 N 0 0 0 3.0 . 3.0 3.0 06 '07 ... 08 G= G= G;:: y= y:d y= Cycle LenQth C = 120.,0 .. Lane Groul-! Capacity, Control Delay, and LOS Determination EB WB NB SB !Adj. flow rate 653 137 526 942 108 108 158 , Lane group cap. 1400 563 543 2178 559 560 500 vIc ratio 0.47 0.24 0.97 0.43 0.19 0.19 0.32 Green ratio 0.38 0.38 0.17 0.58 0.33 0.33 0.33 Unif. delay d1 28.4 25.8 49.7 13.9 28.5 28.5 29.8 Delay factor k 0.11 0.11 0.48 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.2 30.7 O. 1 0.2 0.2 0.4 PF factor 0.600 0.600 0.867 0.120 0.667 0.667 0.667 Control delay 17.3 15.7 73.8 1.8 19.2 19.2 20~2 Lane group LOS B B E A B B ,C ~pprch. delay 17.0 27.6 19,6 ~pproach LOS B C B Intersec. delay 23.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version4.1f Short RepOli SHORT REPORT General Information Site Information ~nalyst USAf Intersection Agency or Co. USAI [Area Type Date Performed 06124108 Jurisdiction Time Period PM PEAK HOUR [Analysis Year Volume and Timing Input EB W8 LT TH RT LT TH RT Nurn. of Lanes 0 2 1 2 2 0 Lane,group T R L T iVolurne (vph) 790 360 885 720 % Heavy veh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 ~ctuated (P/A) A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 110 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing '. .' W80nlv . Thru & RT 03 0.4 SB Only G = 35.0 ' G = 40.0 G= G= G == 30.0 Timing y= 5 y= 5 y= y= y= 5 Duration..of AnalYsis (hrs = 0.25 Page 1 of 1 V"Q SO ~'~ POINSETTIA LANElf-5 sa RAMPS All other areas CARLSBAD YEAR 2030 NO PROJECT NB SB LT TH RT LT TH RT 0 0 0 1 1 1 L LT R 306 2 375 2 2 2 0.95 0.95 0.95 A A A 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 3.0 3.0 3.0 0 , --.a 75 , , . 12.0 12.0 12.0 -"- N ' N· ;;.N,\ () N 0 0 0 . , .. , ,;3.9 3.0 3.0 'oe. , ~ ~:0.7.:, " 4_: ,08 ... , G= ... G ~'·i'{.:"" ,; '~G·':::;;·: ' , y= y=: , V:::; Cycle.LenQth C ;:; ", t20."O., "" ~ Lane GrouP Capaci y, Control Delay, and LOS Determination .. ' '. , , E8 WB NB S8 Adj. flow rate 832 263 932 758 161 163 316 Lane group cap. 1244 500 950 2489 419 421 375 vic ratio 0.67 0.53 0.98 0.30 0.38 0.39 0.84 Green ratio 0.33 0.33 0.29 0.67 0;25 0.25 0.25 Unif. delay d1 34.3 32.3 42.2 8.4 37.3 37.4 42.8 Delay factor k 0.24 0.13 0.49 0.11 0.11 0.11 0.38 Increm. delay d2 1.4 1.0 24.5 0.1 0.6 0.6 15.9 PF factor 0.667 0.667 0.725 0.150 0.778 0.778 0.778 Control delay 24.3 22.6 55.1 1.3 29.6 29.7 49.1 Lant;'} group LOS C C E A C '. C D [Apprch. delay 23.9 31.0 .. ' 3f1.3 lApp roach LOS C C D Intersec. delay 30.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version 4.lf Short Report SHORT REPORT General Information Site Information Intersection }\nalyst USAf Agency or Co. USAf [Area Type Date Performed 06124108 Jurisdiction Time Period PM PEAK HOUR [Analysis Year Volume and Timing Input EB WB LT TH RT LT TH RT Num. of Lanes 0 2 1 2 2 0 Lane group T R L T i'lolume (vph) 790 360 900 720 % Heavyveh 2 2 2 2 PHF 0.95 0.95 0.95 0.95 !Actuated (P/A) A A A A StartuJ) lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 110 Lane Width 12.0" 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/hr Bus stopsfhr 0 0 0 0 Unit Extension 3 .. 0 3 .. 0 '-3.0·· ·3.0, Phasing WB Only Thru & RT "03 . ,'-. 04 _r·, : SB Only G = 35.0 G = 40.0 G= G= G = 30.0 .. Timing y= 5 y= 5 y= .y= y= 5 Duration of Analysis (hrs = 0.25 "- Page 1 of 1 « \"'" 0 ~ ~~ POINSETTIA LANElf-5 SB RAMPS All other areas CARLSBAD YEAR 2030 WITH PROJECT NB SB LT TH RT LT TH RT 0\ 0 0 1 1 1 L LT R 325 2 375 2 2 2 0.95 0.95 0.95 A A A 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 3.0 3.0 3.0 0 0 75 -12.0 12.0 12.0 Iv . , N 0 .. N N 0 0 0 3.0 3.0 3.0 'OEr'''''''' . -,01 .. , " . 08 '. ',-;. G= "" G'::---G= : . '. y= ., y= y= Cycle Length C =. 120.0 Lane Group Capacity, Control Delay, 'and LOS Determination " , "., . EB WB NB SB Adj. flow rate 832 263 947 758 171 173 316 Lane group cap. 1244 500 950 2489 419 421 375 vIc ratio 0.67 0.53 1.00 0.30 0.41 0.41 0.84 Green ratio 0.33 0.33 0.29 0.67 0.25 0;25 . 0.25 Unif. delay d1 34.3 32.3 42.4 8.4 37.6 37.6 42.8 Delay factor k 0.24 0.13 0.50 0.11 0.11 0.11 0.38 Increm. delay d2 1.4 1.0 28.4 0.1 0.7 0.7 15.9 PF factor 0.667 0.667 0.725 0.150 0.778 0.778 0.778 Control delay 24.3 22.6 . 59.2 1.3 " 2,9.9 29.9 49.1 .. Lane group LOS C C E A C C D [Apprch. delay ·23.9 33.5." .. -~ 39.1 ' . -..... ~ .'-' lApp roach LOS C C D Intersec. delay 31.5 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report Page 1 ofL ~ <t/r ' ~--------------~~~~--------~----~~ SHORT REPORT ~G~e~n~er~a_I_ln_fo_r_m_a_ti_o_n ______________________ ~S_it_e_ln~f_o_rm_a_t_io_n ________________________ ~~~ POINSETTIA LANElf-5 NB ft\nalyst USAf USAI 06124108 Agency or Co. Date Performed Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L T Volume (vph) 240 577 % Heavy veh 2 2 PHF 0.95 0.95 Actuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 ~rrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume . Lan~ Wic::lth 12.0 12.0 RT o ParKing/Grade/Parking NON Parking/hr RAMPS All other areas CARLSBAD Intersection ~rea Type Jurisdiction Analysis Year YEAR 2030 NO PROJECT WB NB LT TH RT LT TH RT LT o 3 1 1 1 1 o T R L TR R 1116 315 260 1 875 2 2 '2 2 2 0.95 0.95 0.95 0.95 0.95 A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5 ao ao ao ao ao o 0 0 ' . 250 0 ." .-> -.' 12.0 12.0 12.0 :.14,Q. '12;0 NON N -:'0,;.' -/\( ::N': Bus stops/hr 0 0 0 0 0 :,,0. 0, Unit .Extension 3.0 3.0 3.0 3.0 3. Q _ 3. 0", : ~.D SB TH .RT o 0 N . Pbasing.· .. ·~B·Only Thru & RT 03 04 . NB Only OS',:·;,;,~::' ib'7:' ',:::, 08 ,...., G = 30.0 G = 45.0 G = G = ·G = 30.0 G =· .. ··::·:·::~;G·~:··~·:.-. ::'.-.!3 == Timing .. . . Y:= 5 Y = 5 Y = Y = Y = 5 Y = Y =: . Y = Duration of Analysis (hrs) = 0.25 Cycle.Length C = .1:2'0. Q . J,.;.ane GrouR. CaQ,acity, Control Delay, and LOS Determination" ,-.. ' ' . . . EB WB NB SB Adj. flow rate 253 607 1175 332 274 297 362 Lane group cap. 419 2489 2003 563 419 375 375 vIc ratio 0.60 0.24 0.59 0.59 0.65 0.79 0.97 Green ratio 0.25 0.67 0.38 0.38 0.25 0.25 0.25 Unif. delay d1 39.8 8.0 30.0 30.1 40.3 42.1 44.5 Delay factor k 0.19 0.11 0.18 0.18 0.23 0.34 0.47 Increm. delay d2 2.5 0.1 0.5 1.6 3.6 11.0 37.3 PF factor 0.778 0.150 0.600 0.600 0.778 0.778 0.778 Control delay 33.4 1.2 18.5 19.7 35.0 43.8 71.9. Lane group LOS C A B .B D 0 I; 10.7 18.7 52.1,· . ft\pproach LOS B B D Intersec. delay 26.1 Intersection LOS C HCS2000™ Copyright © 2000 University ofFJorida, All Rights Reserved Version 4.lf Short Report General Information SHORT REPORT Site Information Page 1 of 1 ~ 0/ 4J Intersection POINSETTIA LANEII-5 NB .Ji~ Analyst USA I RAMPS Agency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR !Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT ·LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R Volume (vph) 240 585 1135 330 260 0 885 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIA) A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ,2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 .3 . .0 Ped/Bike/RTOR Volume 0 0 0 '250 0 " . Lan'e' Width 12.0 : '12:0 12.0 12.0 12.0 12.0 12.0 ..... ! .. ,_,~r , '·t' Parking/Grade/Parking N 0 N N 0 N N '0 N N N Parkinglhr Bus stops/hr 0 0 0 0 0 0. 0 l,Jn.it i;?(tension 3.0 ' -3:0' .. .... ·3.0 3.0 3.0 3.0 .3.0'" " . -<"'"< J' ~"." ' Phasing EB Only Thru & Rl ~ '03-'04 NB Only 06 . , 07 .08 .. ., : Timing G = 30.0 G = 45.0 G'= G= G = 30.0 G= G= G= y= 5 y= 5 y-" 'y='H y= 5 y= . , 'y= y= - •• 1 c. ,:. ~ , " .': Dur.ation of Analvsis '(hrs = 0.25 H Cycle.length C = .. J2Q.O '. , ... Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 253 616 1195 347 274 301 367 Lane group cap. 419 2489 2003 563 419 3-75 375 vic ratio 0.60 0.25 0.60 0.62 0.65 0.80 0.98 Green ratio 0.25 0.67 0.38 0.38 0.25 0.25 0.25 Unif. delay d1 39.8 8.0 30.2 30.5 40.3 42.2 44.7 Delay factor k 0.19 0.11 0.19 0.20 0.23 0.35 0.48 Increm. delay d2 2.5 0.1 0.5 2.0 3.6 11.9 40;7 PF factor 0.778 0.150 0.600 0.600 0.778 0.778 0.778 Control delay 33.4 1.2 18.6 20.3 35.0 44.8 75.4 Lane group LO$ C A B C D 0 E Apprch. delay 10.6 . .-.. 1'9.0 53.9 h .......... \' .' . , . .-, ....... ~ .. ~ "~ '.' ,...... .... Approach LOS B B D Intersec. delay 26.6 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf : ,.,., .. - Short Report SHORT REPORT General Information Site Information Page 1 of 1 () C)/\ /'1;;0 ¥~ iAnalyst USA I Intersection POINSETTIA LANEII-5 NB RAMPS ~gency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R rvolume (vph) 250 846 1350 268 255 1 771 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A Startul2lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 " '250', 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.Q ,14:9 Parking/Grade/Parking N 0 N N 0 N N 0" , A(, N N Parking/hr " --, " Bus stops/hr 0 0 0 0 0 0 ',0' '.'-' ~ '. . Unit Extension 3.0 3,0 3.0 3.0 3.0 3.0 3.0 Phasing.' ,EB Only Thru & RT 03 --04, NB Only:" , , ... -.. , .. 06 ,':;, .-07 08 , Timing G = 27.0 G = 48.0 G= G= G = 30.0,,' 53= ~,:', ~' ;" 'G::" . G= Y= 5 Y= 5 Y= Y= Y=,,5 y= y= Y,= " Duration of Analysis (hrs = 0.25 CycleJ . .eogth,C,· = ' 120.0 ' , --, , .. ~ . ' . l.ane Group Capacity, Control Delay" and LOS Determination -~~'" '~__ ' I' .' ,. ~ .,' EB WB NB SB iAdj. flow rate 263 891 1421 282 268 248 301 Lane group cap. 377 2489 2136 600 419 375 375 vIc ratio 0.70 0.36 0.67 0.47 0.64 0.66 0.80 Green ratio 0.22 0.67 0.40 0.40 0.25 0.25 0.25 Unif. delay d1 42.7 8.8 29.4 26.6 40.2 40.4 42.2 Delay factor k 0.26 0.11 0.24 0.11 0.22 0.24 0.35 Increm. delay d2 5.6 0.1 0.8 0.6 3.3 4.3 11.9 PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0.778 Control delay 40,1 1.4 17.1 15.4 34.5 35.7 44.8 Lane group LOS D A B ,8 C D D ' .. Apprch. delay. 10.2 16.9 ' .' '38.7 .. " ' Approach LOS .. ~ .. -., " . . , --. '. , B 8 D Intersec. delay 19,6 Intersection LOS 8 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.Jf Short Report Page 1 of1 )2 ~''0o \v0~ SHORT REPORT General Information Site Information Intersection POINSETTIA LANEII-5 NB !Analyst USAI RAMPS ~gency or Co. USAI ~rea Type AlI other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 3 1 1 1 1 0 0 0 Lane group L T T R L TR R Volume (vph) 250 865 1365 280 255 1 795 % Heavy veh 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 II\ctuated (P/AJ A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.~reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 lArrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 250 0 ,. Lane Width ' '1'2.0' , 12.0 12,.0 12.0 '12.0 12.0 " 12:0 ',. Parking/Grade/Parking N 0 N N 0 N N 0 N N N ' ' Parking/hr -- Bus stops/hr 0 0 0 0 0 0 ·0 Unit Extension .. 3.0,' 3~0 "eo, ' 3.0 3.0 3.0 3.0. ,3.0 : . -~, ~. . Pha'sihg EB Only Thru & RT 03 04 NB Only 06' ';,:" , ---"0'1:' 4;': ' ::-'; ;08 '::', ',-,:. , ' • • ',,,! l' ':','{~ ....... ' :'.' ;0." ....... ;;..';'t r ''j "g." ~ ,.. -"'~'."'" G =27.0 G = 48.0 G= ' G= G = 30.0 G= G=-' , :G=:= ~,-. " Timing ., .. y= 5 y= 5 y-=, , y= y= 5 y= y'=" " Y' = . ' , . . ~ . ",-' , Duration of AnalYsis (hrs = 0.25 . ., .~ CYcle Le ri6thC =, ' 120.'0 ' . -- " ' Lane Group Capacity, Control Delay, and LOS Determination --~ " . EB WB NB SB IAdj. flow rate 263 911 1437 295 268 259 316 Lane group cap. 377 2489 2136 600 419 375 375 vic ratio 0.70 0.37 0.67 0.49 0.64 0.69 0.84 Green ratio 0.22 0.67 0040 0040 0.25 0.25 0.25 Unif. delay d1 42.7 8.8 29.6 26.9 40.2 40.8 42.8 Delay factor k 0.26 0.11 0.24 0.11 0.22 0.26 0;38 Increm. delay d2 5.6 0.1 0.8 0.6 3.3 5.3 1'5.9 PF factor 0.806 0.150 0.556 0.556 0.778 0.778 0.778 Control delay 40.1 1.4 17.3 15.6 34.5 37.1 49.1 Lane group LOS D A B B C, D :D ' , !Apprch. 'delay --. '. , ' 10.1 17.0 40.8· " ' , '" .. ~. ". -- !Approach LOS B B D Intersec. delay 20.2 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4,lf Short Report SHORT REPORT General Information Site Information IAnalyst USA I Intersection POINSETTIA LANEIPASEO DEL NORT IAgency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 .0 1 1 0 Lane group L T R L TR L' TR L TR Volume .(vph) 650 782 20 10 1016 50 75 40 35 145 20 340 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 .0.95 0.95 .D. 95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3 . .0 3 . .0 3.0 3.0 3.0 3.0 3 .. 0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 0 5 'fO .0 5 10 100 Lane Width 12.0 12.0 12 . .0 12.0 12.0 '1'0.0 : 14 . .0 10.0 14.0 Parking/Grade/Parking N 0 N N o . N N· Q N N 0 N Parking/hr . Bus stops/hr .0 0 0 0 .0' 0 ;: . .0 .0 0 Unit Extension 3.0 3 . .0 3.0 3.0 3.0 3.(J. :J;O 3 . .0 3.0 " OM -. ,':';,', ~ ,'" '\. • J, .. ~ " Ph.asing Excl. Left EB Only Thru & RT 04 . , . NS.Perm ... ,'06 . 07. . .. 08 G = 1.0.0 G = 25 . .0 .G = 35.0 G= '6 =!·.3Q.0 G= . ' G= G= Timing ... y= 5 y= 5 Y= 5 Y= y= 5 y= y= Y= Duration of Analysis (hrs = 0.25 .. Cycle.Length C = 120.0 Lane Group_ Cap.acitYJ Contro'l Delay; and LOS Determination· '~ .. EB WB NB SB Adj. flow rate 684 823 21 11 1122 79 79 153 274 Lane group cap. 1085 2022 787 14.0 1080 168 480 289 439 vic ratio 0.63 0.41 0.03 0.08 1.04 0.47 0.16 .0.53 0.62 Green ratio 0.33 0.54 0.54 .0.08 .0.29 0.25 .0.25 '0.25 0.25 Unif. delay d1 33.8 16.2 12.8 50.7 42.5 38.2 35.2 38.9 40.0 Delay factor k 0.21 0.11 0.11 0.11 0.50 0.11 .0.11 .0.13 0.21 Increm. delay d2 1.2 0.1 0.0 0.2 38.0 2.1 0.2 1.8 2.8 PF factor 0.667 0.212 0.212 0.939 0.725 0.778 0.778 0.778 0.778 Control delay 23.7 3.6 2.7 47.9 68.8 31.8 27.5 32.1 33.9 Lane group. LOS C A A D E C C C C Apprch. delay 12.6 68.6 29;7 .. 33.2 .. , . Approach LOS B E C C Intersec. delay 35.7 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf r , Page 1 of 1 I\..- '0~~ \'0~ Short Report SHORT REPORT General Information Site Information Intersection POINSETTIA LANEIPASEO ~nalyst USAf DEL NORT ~gency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2030 WfTH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume (vph) 650 800 20 10 1050 50 75 40 35 145 20 340 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Qreen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume ,5 10 0 5 10 0 5 10 0 [) .-,1',0 ' 100 Lal}e Width 12.0 12.0 12.0 12.0 12.0 10.0 14.0 ,10.0 14.0 Parking/Grade/Parking N 0 N N 0 N N' 0 N N .' 0 N Parking/hr .. Bus stops/hr 0 0 0 0 0 0 0 ,0 ' , 0 Unit Extension 3.0 ,3.0 3.0 3.0 3.0 '" 3.,0':' ::3,.0", 3.0 3;0' , -. ' .. ": .: ,'-s. ~r' . Pha,sing Excl. 'Lraft EB Only. Tliru & RT 04 NS Perm 06 " , ":'bt'i<:: :<:,",,'08::""; ,:;' ,'",: ~ ~ .. -;:..... . . !l -:-.- G= 10.0 G = 25.0 G = 35.0 G= ' " G = 30.0 G= " G= ,. -8= .. . .. Timing y= 5 y= 5 y= 5 y= y= 5 Y=" .. --y="::'~", ',,: . y.::,;' , , Duration of Analysis (hrs ,= 0.25 CyclsL.:ength'C :: 12CUf.'· ,': .'::, .. Lane Group Capacity, Control Delay, and LOS Determination . . . ~ .. . , . .. EB WB NB SB !Adj. flow rate 684 842 21 11 1158 79 79 153 274 Lane group cap. 1085 2022 787 140 1080 168 480 289 439 vIc ratio 0.63 0.42 0.03 0.08 1.07 0.47 0.16 0.53 0.62 Green ratio 0.33 0.54 0.54 0.08 0.29 0.25 0.25 0.25 0.25 Unif. delay d1 33.8 16.3 12.8 50.7 42.5 38.2 35.2 38.9 40.0 Delay factor k 0.21 0.11 0.11 0.11 0.50 0.11 0.11 0.13 0.21 Increm. delay d2 1.2 0.1 0.0 0.2 48.9 2.1 0.2 1.8 2.8 PF factor 0.667 0.212 0.212 0.939 0.725 ' 0.778 0.778 0.778 0.778 Control delay' 23.7 3.6 2.7 47.9 79.8 31.8 27.5 32.1 33.9 Lane group LOS C A A D E C '9, ' , C ' , ,C, , . Apprch: delay , . . -._., .. .. , . __ .-, -... " .. ' 12.5 79.5 ' 29J· ' . ' ,·,33,2 ' , ',' ,." '.-' .. Approach LOS B E C C Intersec. delay 39.7 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.Jf Short Report SHORT REPORT General Information Site Information ~nalyst USAI Intersection POINSETTIA LANE/PASEO DEL NORT ~gency or Co. USAI ~rea Type All other areas Date Performed 06/24/08 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH . RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume (vph) 505 1037 85 30 1108 35 20 30 15 115 45 490 % Heavy veh 2 2 2 2 2 2 2 .2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 10 O. 5 10 0 5 10 100 Lane Width 12.0 12.0 12.0 12.0 . 12.0 10.0 14.0 10.0 14.0 Parking/Grade/Parking N 0 N N· 0 rJ N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3,0 3.0 3.0 $.0 3.0 3.0 3.0 3.0 Phasin.9. Excl. Left EB Only Thru & RT .04--. ',' NS,Rern; 06 '07-::· : , : 08 , ..... ,.: G= 5.0 G = 15.0· G·= 45.0 G = .' .. " , . G·;,,·a5.0 G= 'G:;': ...... :G =. '. !Timing .. y= 5 y= 5 y= 5 y= . y= 5 y=. y= y=-. Duration of Analysis (hrs = 0.25 Cycle LenQth C:;' 1:20.0 ------. . --. Lane Group Capacity, Control· Delav, and L:.0S Determination . , . . , , EB WB NB SB IAdj. flow rate 532 1092 89 32 1203 21 48 121 458 Lane group cap. 678 2022 787 70 1393 87 575 347 516 vIc ratio 0.78 0.54 0.11 0.46 0.86 0.24 0.08 0.35 0.89 Green ratio 0.21 0.54 0.54 0.04 0.38 0.29 0.29 0.29 0.29 .. Unif. delay d1 45.0 17.8 13.4 56.2 34.7 32.4 30.9 33.5 40.6 Delay factor k 0.33 0.14 0.11 0.11 0.39 0.11 0.11 0.11 0.41 Increm. delay d2 6.0 0.3 0.1 4.7 5.9 1.4 0.1 0.6 17.0 PF factor 0.825 0.212 0.212 0.971 0.600 0.725 0.725 0.725 '0.725 Control delay 43.1 4.1 2.9 59.2 26.7 24.9 22.4 .24.9 46.5 La~e group LOS 0 A A E C C C C 0 .. -~pprch. delay 16.1 27.5 23.2. 42.0. . ;~ .. -' ~ .. . -., ~ . --.. -.,. ~pproach LOS B C C 0 Intersec. delay 24.3 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version 4.1f Short Report Page 1 ofl /~ ?~O SHORT REPORT \)~~' General Information Site Information Intersection POINSETTIA LANEIPASEO IAnalyst USAI DEL NORT IAgency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB 5B LT TH RT LT TH RT LT TJ::I RT LT TH RT Num. of Lanes 2 2 1 1 2 0 1 1 0 1 1 0 . Lane group L T R L TR L TR L TR Volume (vph) 505 1070 85 30 1135 35 20 30 15 115 45 490 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 . 2.0 . 2.0' 2.0 Arrival type 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 , ~~, , P~d/Bike/RTOR Volume 5 10 0 5 10 0 5 10 .0 : 5' 10; " 100 LC)neWidth " 12.0 12.0 12.0 12.0 12.0 10.0 '14.0 .. .,H),Q '14.0 , ... I. .. ... Parkil')g/Grade/Parking N 0 N N 0 N N 0 f\j. Ar-0 N Parking/hr ., _.r", . ~-" I Bus stops/.hr 0 0 0 0 0 0 '0 ,~ -t 0' 0 . , · tJr,lit ~,xtehsibn' 3.0 3.0 3.0 3.0 3.0 3.0 .' :3.6: ':: ~: >t:--,_y: f;:: .,,;3.0 '-._, ;3~O .. :. · Phasing'.: ~,;: "ExcL [eft' . EB Only Thru & RT' 04 ' 'NS Perm 06 ; '" :': :: ~'ot~ :'i"~, ; .~::<·ci8 'G= 5.0 G= 15.0 G = 45.0 G= G = 35.0 G= .. tf=···~· .. ·' .. · 'G'£ . . Timing -'Y'= 5 y= 5 y= '5 ' , y=' y= 5 y= . -,-"'~ . y=,.: :;;~;';:, I y£.',. · b,ui-ati,ari .of Analvsis (hrs ='0.25 Cycle LerifitfiC·:p·.:'}2b~'o: '~~ .. . -.. _- . ,-. , ~ ~ , . · Lahe Group Capacity, Control Delay, and LOS Determination ~ .' , ' . EB WB NB 5B Adj. flow rate 532 1126 89 32 1232 21 48 121 458 Lane group cap. 678 2022 787 70 1393 87 575 347 516 vic ratio 0.78 0.56 0.11 0.46 0.88 0.24 0.08 0.35 0.89 Green ratio 0.21 0.54 0.54 0.04 0.38 0.29 0.29 0.29 0.29 Unif. delay d1 45.0 18.0 13.4 56.2 35.1 32.4 30.9 . 33.5 ·40.6 Delay factor k 0.33 0.15 0.11 0.11 0.41 0.11 0.11 .0:11 0.41 Increm. delay d2 6.0 0.3 0.1 4.7 7.1 1.4 0.1 0:6 17.0 PF factor 0.825 0.212 0.212 0.971 0.600 0.725 0.725 0:725 0.725 .. Control delay 43.1 4.2 2.9 59.2 28.2 24.9 22.4 ' 24.9 46.5 Lane group LOS D A ., A E C ,0 C, ... "'(]. D . ~"." '" -.~" ---~ --~ ------. l6Ipprch';-delay" . 16.0 29.0 23.2' ....... _ ...... """,'" " ' . -, 42;'0 ". ", .. " Approach LOS B C C D Intersec. delay 24.7 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version4.1f Short Report Page 1 of 1 \\... /:>,,,,"1/'00 ~O SHORT REPORT General Information Site Information !Analyst USA I Intersection POINSETTIA LANEIA VIARA PKWY. !Agency or Co. USAI IArea Type All other areas Date Performed 06124108 Time Period AM PEAK HOUR Jurisdiction CARLSBAD lAna lysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L TR Volume _(vphl 535 517 230 50 266 105 370 510 30 100 115 80 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 ,2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0· 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 0 Lane Width 12.0 12.0 '1.2.0 12.0 10.0· 14.0 .10.0 14.0 . , Parking/Grade/Parking N 0 N N 0 N N 0 N: ,N 0 N .. Parking/hr Bus stops/hr 0 0 O. O. 0 0 .. 0 0 Unit Extension 3.0 3.0 3.0 3.0. 3.0 3.0 ,3,0 3.0 Phasing Excl. Left Thru & RT-... 03 .. ,",.,,,', ,·,.:·:,.04·~;.,: .·Excl. Left Thru & RT., .. r57~·. , :~.,:.~ 08:··.··,·· G = 25.0 G = 30.0. G= ., G;:= G'= 20.0 G = '25.0. G ';; . G'= -.----' Timing . , ',' y= 5 Y= 5 y= y= Y= 5 Y= 5 Y= Y= . Duration of Analysis (hrs) = 0.25 , .. ~ .. ~ -Cycle Length C'::: "120.0 '. . . Lane 'Group Capacity, Control-Dela~; and LOS Determination " . , . ,,~ , ':, -. " .. . " ,-",-, '-:." .... t"": ··,t! EB WB NB SB Adj. flow rate 563 786 53 391 389 569 105 205 Lane group cap. 678 883 678 894 507 821 507 769 vIc ratio 0.83 0.89 0.08 0.44 0.77 0.69 0.21 0.27 Green ratio 0.21 0.25 0.21 0.25 0.17 0.21 0.17 0.21 Unif. delay d1 45.5 43.4 38.2 37.9 47.8 43.9 ,43.2 39.8 Delay factor k 0.37 0.41 0.11 0.11 0.32 0.26 0.11 -0.11 Increm. delay d2 8.6 11.2 0.0 0.3 7.0 2.5 0.2 0.2 PF factor 0.825 0.778 0.825 0.778 0.867 0.825 0.867 0.825 Control delay 46.1 44.9 31.6 29.8 48.4 38.8 3.7.6 . 33.0 Lane group LOS D D C C D D D ·C iApprch. delay "-+., .' , 45.4 30.0 42.7 34.6 .. ---" .. -" ~ ~ .. , ~ '. , .. " . , ,_ .. , .. Approach LOS D C D C· Intersec. delay 41.2 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f . , .: Short Report General Information Analyst USAI Agency or Co. USAI Date Performed 06124108 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 2 2 Lane group L TR Volume (vphl 535 535 % Heavy veh 2 2 PHF 0.95 0.95 IActuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/Sike/RTOR Volume 5 10 . L$rie 'Width 12.0 12.0 Parking/Grade/Parking N 0 Parki~g/hr Bus stops/hr 0 0 U'nit,Exterision .' 3.0 3.0 .. ph?'sliici:" ~. . 'Excif Left Thru & RT 03 .. G = 25.0 G = 30.0 G::' ~imir;)g " y=" 5 y= 5 'y= Du"r;afiono.f Aoqlvsis (hrs = 0.25 Page 1 of 1 " I\,. ~ --I'" SHORT REPORT ·~o \;J~ Site Information Intersection POINSETTIA LANEIA VIARA PKWY. ~rea Type All other areas Jurisdiction CARLSBAD lAnalysis Year YEAR 2030 WITH PROJECT WB NB SS RT LT TH RT LT TH RT LT TH RT 0 2 2 0 2 2 0 2 2 0 L TR L TR L TR 230 50 300 .105 370 510 30 100 115 80 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 0.95 A A A A 'A A A A A A 2.0 2.0 2.0 2.0 . 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5 5 3.0 3.0 3.0 ~.O 3~0 3.0 0 5 0 5 fo .. .. :0' o' 5 .10 " 0 .12.0· 12.0 10.0 1.4 . .0.' . .... ,' r' 10.0 : 14:.0 N N 0 N N 0 N N.. 0 N .. 0 0 0 -0 . ", .'" . -0' 0 3.0 3:0 3.0 '. : 3;.o.~ ~ ::-~:. "-;." .. ~< '·.3;@·; 3,0 04 Excl. Leff' Tliru' (~n~T·.' .. , ·".'07 '<:".': ,.";-, 08 G= G = 20.0 G ="2,5:0 '"8 :: . ", G= , y= y= 5 . Y=5' '-".' ,; Yi!::.'." y=.' Cycl'e,terj'g.th C-.~:: f'ld..D " . Lane, Group Capacity, Control Delay, and LOS Determination 0 .. EB WB NB SB Adj. flow rate 563 805 53 427 389 569 105 205 Lane group cap. 678 884 678 897 507 821 507 769 vIc ratio 0.83 0.91 0.08 0.48 0.77 0.69 0.21 0.27 Green ratio 0.21 0.25 0.21 0.25 0.17 0.21 0.17 ,0.21 Unif. delay d1 45.5 43.7 38.2 38.3 47.8 43.9 43.2 .39.8 Delay factor k 0.37 0.43 0.11 0.11 0.32 0.26 0 .. 11 0.11 Increm. delay d2 8.6 13.4 0.0 0.4 7.0 2.5 0.2 0.2 PF factor 0.825 0.778 0.825 0.778 0.867 0.825 0.867 0.825 Control delay 46.1 47.4 31.6 30.2 48.4 38.8. .37.6 .33.0 La~e group LOS D D C ·0 D D-' f D a Apprch.delay 46.8 30.3 42.7"·-." 34".6 Approach LOS D C D C Intersec. delay 41.8 Intersection LOS 0 HCS2000™ Copyright © 2000 UniVersity of Florida, All Rights R~served Version 4.lf Short Report Page 1 of 1 SHORT REPORT General Information Site Information ~nalyst USAI Intersection POINSETTIA LANEIAVIARA PKWY. Agency or Co. USAI iArea Type All other areas Date Performed 06124108 Time Period PM PEAK HOUR Jurisdiction CARLSBAD [Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 2 0 2 2 0 Lane group L TR L TR L TR L ' TR Volume (vph) 220 417 465 25 608 60 350 275 50 175 670 300 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 e.95 0.95 Actuated (PIA) A A A A A A A A A A A A Start~ lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 10 0 5 10 175 Lane Width 12.0 12.Q 12 . .0 12.0 10.0 14.0 . , 10.0 ,14.0 , , " Parking/Grade/Parking N 0 N' N 0 N N '0,; " N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.(j. " ,-3 .. 0 3 . .0 3.0 '$.0 ' , 3,.0 3.0 . Phasing 'Excl. Left Thru &,RT ":'::: .. Q.3,' . ::',:; 'Q4'" Excl. Left Thru'~.RT . ~OT ' 08,: ; , . Timing G = 20.0 G = 35.C), G'= :,' G'=";" G = 19.0 G =, 26 . .0, G:::; G= Y= 5 y= 5 y=:=, , y= Y= 5 V:;. 5 y= y= Duration of Analysis _(hrs = 0.25 , " Cycle Length C :;:: , J20 . .o ' to ." .... Lane GFOUp Capacity, Control'Dela~,a'l1d LOS Determination . , " ~, . , , ' EB WB NB SB Adj. flow rate 232 928 26 703 368 342 184 837 Lane group cap. 543 99.0 543 1074 481 839 481 839 vIc ratio .0.43 .0.94 0.05 0.65 .0.77 .0.41 .0.38 1 . .00 Green ratio .0.17 .0.29 .0.17 0.29 .0.16 0.22 .0.16 0.22 Unif. delay d1 44.9 41.4 42.0 37.2 48.4 40.4 45.2 47.0 Delay factor k 0.11 0.45 0.11 0.23 0.32 0.11' .0.11 0.50 Increm. delay d2 0.5 15.8 0.0 1.5 7.2 0.3 0.5 30.4 PF factor 0.867 .0.725 0.867 0.725 0.875 0.816 0.875 0.816 Control delay 39.4 45.8 36.4 28.4 49.5 33.3 40.1 68.8 Lane group LOS D D D C D C D E .- ~pprch. ~elay 44.'5 .. .... 28:7 41.-7 ' ' 63.6· ,-.. ' " . .---, '" lApp roach LOS D C D E Intersec. delay 46.2 Intersection LOS D HCS2aaa™ Copyright © 2000 University of Florida. All Rights Reserved Version4.lf ",,rrx ,;0 ,.'- ,,' , -'..". '~;~" •• :":,,:,, ~ i" ,,! ~ I ¥ •• J, ~", .... .t. ,.~A"'''' ,. ~ : .. -.. ":"~ ' .. ,:: -:. '. :~'~" : ,-~,~ .. .... ' .,..Y :: •. ~...,...' I- ~ -" .- • ~ • J'" ;.,,' Short Report General Information lAnalyst USAI Agency or Co. USAI Date Performed 06124108 Time Period PM PEAK HOUR Volume and Timing In~ut Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (PIA) Startup lost time Ext. eff.green lA.rrival type U nit ,Extension Ped/Bike/RTOR Volume :. Lame,Width Parking/Grade/Parki ng Parking/hr Bus stops/hr ,;: iJriit,Ext~risibn . . . . , .. ~ ~,.. -' '-. " d, .,,; .',' .. ~ Phasihg :;. ,-: 'Excl. Left " !' .. -G= 20.0 riming .:, . ~ • ~_ • 4 • ~" ~ y= 5 ..... , ~',"- , DuratiC'h;.of Analysis_(hrs " " .," . LT 2 L 220 2 0.95 A 2.0 2.0 5 3.0 5 12.0 N 0 3.0 Thru & RT' G = 35.0 y= 5 = 0.25 EB TH 2 TR 450 2 0.95 A 2.0 2.0 5 3.0 10 12.0 0 0 3.0 .. 03 "G= y= Page 1 of 1 0 f>\''''\ SHORT REPORT <1./J Site Information \,0-~ Intersection POINSETTIA LANEIA VIARA PKWY. IArea Type All other areas Jurisdiction CARLSBAD lAna lysis Year YEAR 2030 WITH PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 0 2 2 0 2 2 0 2 2 0 L TR L TR L TR 465 25 635 60 350 275 50 175 670 300 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.96 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5 5 3.0 3.0 3.0 3.0 ~.O 3.0 0 5 0 '5 :10 ' ' 0 ' "5 10 175 12.0 12.0 10:'.0 t4i),' ". '10.0 14.0 N o -~ ~ , N N 0 .N oN .... , .N 0 N - 0 0 O· ,~.':9 I ' ~,:" .0 0 3.0 ,3.0 3:0 , ,:$,;:0,,,.:, " . .3,0 3.0 ," " .-............ ~-~ "'" 04 ' 'Excl. Left'.: ,Thr~~'& 8,':.1:;;': ',. "'i'O;?:, 08 G= G= 19.0 ' (3::::/'26.0'; , "G';:! :: G= ' . Y= y::;: .5-Y;::.,5,:' ,. : y,=: , ; y= 'Cycle' Lengfh,Q ::;" 120.0 , , Lane 'GrouJ~. Ca,Qacity, Contr'ol Delay, and LOS Determination: ,:' .' t';.-,;;"S:.'j·' . ~ " I " ,~. EB WB N8 SB Adj. flow rate 232 963 26 731 368 342 184 837 Lane group cap. 543 993 543 1075 481 839 481 839 vic ratio 0.43 0.97 0.05' 0.68 0.77 0.41 0.38 1.00 Green ratio 0.17 0.29 0.17 0.29 0.16 0.22 0.16 0.22 U nif. delay d 1 44.9 42.0 42.0 37.6 48.4 40.4 45.2 47.0 Delay factor k 0.11 0.48 0.11 0.25 0.32 0.11 0.11 0.50 Increm. delay d2 0.5 21.5 0.0 1.8 7.2 0.3 ,0.5 30.4 PF factor 0.867 0.725 0.867 0.725 G.875 0.816 0.875 0.816 Control delay 39.4 51.9 36.4 29.0 49.5 33.3 40.1 68.8 Lane group LOS D D D C. D C ". D F; IApprch. delay, 49.5 29.3. . --. " ... '" 41; 7',' 63.6 ' . ' .. IApproach LOS D D ; C E Intersec. delay 47.7 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 ~,t\ General Information Analyst USAf !Agency or Co. USAI Date Performed 06/30/08 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume (vph) 35 603 % Heavy veh 2 2 PHF 0.95 0.95 !Actuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 lA.rrival type 5 5 Unit Extension 3.0 3.0 . Ped/Bike/RTOR Volume 5 10 Lane Width .12.0 12.0 . Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Excl. Left Thru & RT .' '03 SHORT REPORT Site Information Intersection POINSETTIA LANE/BLACK RAIL RD. IArea Type All other areas Jurisdiction CARLSBAD lAna lysis Year YEAR 2030 NO PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 0 1 2 0 0 1 0 0 1 0 L TR LTR LTR 55 45 589 10 75 5 35 25 5 50 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.9[5 0.95 0.95 0.95 A A A A A A A A A A 2.0 2.0 .2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5 10 0 5 10 0 12.0 12.0 14.0 14.0 , . N N 0 N N 0 N N 0 N. 0 0 0 0 3.0 3.0 3.0 .. 3.0 . '. 04 NS Perm "'QEf' ~~>-. ~ .. .. (j:F·' .' OB.: .. ; ...•. , ." ... ~ ~Q , " • ; •• ,:: .:_,...., fi> ... :..-. . . ; . '.' -~ "~' ,.", .. ~ . ...... ~~7:,.--:::,..~." .,1_ J.. .... '. r,~ . .1 • G = 10.0 G =' 60.,0 G= G= G = 15.0 G= 'G·= ... ·:.·:. -: •. (3::;::".1 -. ~ .. -' ." '" .-• r._, Timing ", -,,' ~~.' • _"t.,:". _ -'> ~. ,-;:. .~;;.~ ,'" ,':: ':-.' .. ' , y= 5 y= 5. y= ".-. y= y= 5 y= y= y= ",' .. -: Duration of Analysis (hrs = 0.25 . . Cycle L.englh C,·::::. :.10.0.0:.' . , .. , .. ~ Lane Group Capacitv, Control Delay, and LOS Determination .. ... -. .' . .- . . ' ~ .~ '. .. " " EB WB NB SB lA.dj. flow rate 37 693 47 631 121 84 Lane group cap. 168 2206 168 2234 232 250 v/e ratio 0.22 0.31 0.28 0.28 0.52 0.34 Green ratio 0.10 0.60 0.10 0.60 0.15 0.15 Unif. delay d1 41.4 9.9 41.7 9.6 39.2 38.0 Delay factor k 0.11 0.11 0.11 0.11 0.13 0.11 ' Inerem. delay d2 0.7 0.1 0.9 0.1 2.1 0.8 PF factor 0.926 0.125 0.926 0.125 0.882 0.882· Control delay 39.0 1.3 39.5 1.3 36.7 34.4 Lane group LOS 0 A 0 A 0 C .. , . Appreh. delay· 3.2. 3.9 36.7 -. , . 34.4 '. .' .. .. '" . , ' .. ~ ... , '-'0' " Approach LOS A A 0 ·0 , Intersec. delay 7.7 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report Page 1 of 1 ~-\\ SHORT REPORT '15J \)J~ General Information Site Information Intersection POINSETTIA LANE/BLACK Analyst USA I RAIL RD. Agency or Co. USAI IArea Type All other areas Date Performed 06/30/08 Jurisdiction CARLSBAD Time Period AM PEAK HOUR ~nalysis Year YEAR 2030 WITH PROJECT Volume and Timing Input ~ EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR , LTR rvolume (vph) 35 621 55 45 623 10 75 5 35 25 5 50 % Heavy veh 2 2 2 2 2 2 ,2 2. 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 '0.95 0.95 0.95 6ctuated (PIAL A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 '5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 ',' " 3.0 Ped/Bike/RTOR Volume 5 10 0 5 Q. ' '5 10. -'. , ::0"· 5 m .0 , Lr;3Jle Width 12.0 12.0 12.0 .12.0 ., '. ,. . . 14/i,'· ' , " 14.0 , Parking/Grade/Parking N 0 N N 0 N N '0 '.·N N 0 N· Parking/hr , Bus stops/hr 0 0 0 0 '" .. " :"0 ·0 ~ Llni~.~xtension 3.9'. ' . , .. , 3.0 3.0' 3.0 .' . .,.', ... . ;3.:(1;' ":; , . 3.0 -., . ... ,-.'-~> < • ~ .. ~ ~~ ... : ';Phasing Excl. Left Thru'& RT 03 .. . '04" N:S-,Pei-m" .·::'::oe!·~:}.: .. 07 . as' ' : .. G= 10.0 G= 60.0 G= G= G =15:0 G= <"-' -• ~.« .-G= <3= 'Timing , . y= 5 y= 5' y= y= y='5 .. y=.· ..... 'y= y:::' '.: ~; Duration of Analysis (hrs = 0.25 .. . ' ~ ~ -'-.:;,~ CYcl.e.:;Lengtli C ?= . 100.0 .'. -, -. .. 't <.': f ' Lane Group Capacity, Control Delay, and LOS Determination ' EB WB NB SB· ~dj. flow rate 37 712 47 667 121 84 Lane group cap. 168 2207 168 2234 232 250 vIc ratio 0.22 0.32 0.28 0.30 0.52 0.34 Green ratio 0.10 0.60 0.10 0.60 0.15 0.15 Unif. delay d1 41.4 9.9 41.7 9.7 39.2 38.0 Delay factor k 0.11 0.11 0.11 0.11 0.13 0.11 Increm. delay d2 0.7 0.1 0.9 0.1 2.1 0.8 PF factor 0.926 0.125 0.926 0.1 29 0.882 0.882 Control delay 39.0 1.3 39.5 1.3 36.7 34.4 Lane group LOS D A .. D A-D 0- iApprdh. delay 3.2 3.8' . , 36.7 ' .. 34.4 lApp roach LOS A A D C Intersec. delay 7.5 Intersection LOS A HCS2000™ Copyright © 2000 University of Flori da. All Rights Reserved Version 4.1 f Short Report Page 1 of 1 S·-~ ~-----------------------S-H-O-R-T-R~EP-O--R-T----~----------------~~;o FG~e~n~er~a~ll~n~fo~r~m~a~ti~o~n ____________________ ~FS~it~e~ln~f~o~rm~a~t~io~n~ ______________________ ~,~\ POINSETTIA LANE/BLACK Analyst USAf USAf 06/30/08 Agency or Co. Date Performed Time Period PM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume (vph) 55 596 % Heavyveh 2 2 PHF 0.95 0.95 !Actuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr RT LT o 1 L 65 35 2 2 0.95 0.95 A A 2.0 2.0 5 3.0 o 5 12.0 N N Intersection Area Type Jurisdiction Analysis Year WB TH RT 2 0 TR 334 25 2 2 0.95 0.95 A A 2.0 2.0 5 3.0 0 12.0 0 N RAIL RD. All other areas CARLSBAD YEAR 2030 NO PROJECT NB SB LT TH RT LT TH 0 1 0 0 1 LTR LTR 50 45 10 5 2 2 2 2 2 0 .. 95 0.95 0.95 0.95 0.95 A A .A .A A 2.0 2.0 2.0 2.0 5 5 3.0 3.0 5 10 0 5 .10 14.0 14,p N :0 .N N .. , '0 0 0 Bus stops/hr 9· 0 0 0 RT o 15 2 0.95 A .0 , 'N. Unit Extension 3.0 . 3.0 3.0 3.0 3:0 .. )'0,," Phasing. ·Excl.L'eft. Thru& R,j'. "03 04 GN~p1e5'r.mO G= .. '06.-' .... G·.·.'d.:O,;.~.':.·,;-.~ .. i: .. G .. '.':.::~·.;~.;.,8, .. ::.:',' .. : ... :, .;',;'."';', T',m',ng yG=;::"510.Q,' 'yG'== 560.0'-··yG=~ G= ,..' ...... ,. y= Y=5 y= Y='''''-··.'{=':~,:·'' "'«"""~" I----............. .....;---a..;..----+-'----a..;..---....... -...... -......, _____ ~..-. ...... ~ __ ........ ....,..;.........,. ....... ._I :-: ','''--: Duration of Analysis (hrs) = 0.25 Cycle Length C =" {OO:O··· . ' ... ·:-:.~i· .~ ~., Lane Group Capacitv, Control Delay, and LOS Determination .. " "' ... ',' ...... :'<:.;', ... :,::': .. ,C:C.c7" .. EB WB NB SB Adj: flow rate 58 695 37 378 105 32 168 2201 168 2217 vic ratio 0.35 0.32 0.22 0.17 0.44 0.12 Green ratio 0.10 0.60 0.10 0.60 0.15 0.15 Unif. delay d1 41.9 9.9 41.4 8.9 38.7 36.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 , Increm. delay d2 1.2 0.1 0.7 0.0 1.3 0.2 PF factor 0.926 0.125 0.926 0.125 0.882 0.882 Control delay 40.1 1.3 39.0 1.2 35.4 32.7 Lane group LOS D A 0 A 0 C '. " ' ., 4.3 4.5 35.4 .. ;..; .,' .... ,. '32] A A .. 0 '. , '" " C Approach LOS Intersec. delay 7.6 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf .~ ;, ~ ;', , >. }-.. r Short Report General Information ~nalyst USAI IAgency or Co. USAI Date Performed 06130108 Time Period PM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR !Volume (vph) 55 629 % Heavy veh 2 2 PHF 0.95 0.95 fA.ctuated (PlAt A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 lArrival type 5 5 Unit Extensio'n 3.0 3.0 , Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parkin gIG rade/Parki ng N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 . 3.0 Phasing Exd. Left Thru & RT 03 G = 10.0 G = 60.0 G= Timing y= 5 y= 5 y= Duration of Analysis (hrs) = 0.25 Page 1 of 1 SHORT REPORT Site Information Intersection POINSETTIA LANEIBLACK RAIL RD. ~rea Type All other areas Jurisdiction CARLSBAD iAnalysis Year YEAR 2030 WITH PROJECT WB NB SB RT LT TH RT LT TH RT LT TH 0 1 2 0 0 1 0 0 1 L TR LTR LTR 65 35 361 25 5Q 5 45 10 5 2 2 2 2 2 2 2 .2 2 0.95 0.95 0.95 0.95 0.95 0.95· 0.95 0.95 0.95 A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5. 10 -0 5 10. 12.0 12.0, 14.0 14:0 N.' N , 0 .-N N N N 6 0 0 0 ., 0 0 3.0 . ·3.0.:-.. 3.0 3.0 . - 04 . NS·perrt,., : 06 .. 07-. -'. G·= .'. -.--G··= 15.0: G ::-G= ' G== y= ., Y='5 ,-' y= y=' .. Y=' .. .. : . ' .... , ..... , ."", ,:~ . ., -" ': ' Cv.cle Length C = 1'00.0 ("-~~ '? <1p - W~ RT 0 15 2 0.95 A 0 N 08 .. . Lane Group Capacitv, Control Delay, ahd LOSDeterrriJnation .. -, .. EB WB NB SB iAdj. flow rate 58 730 37 406 , 105 32 Lane group cap. 168 2203 168 2218 238 257 . vIc ratio 0.35 0.33 0.22 0.18 0.44 ·0.12 Green ratio 0.10 0.60 0.10 0.60 0.15 . 0.15 Unif. delay d1 41.9 10.0 41.4 9.0 38.7 36.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 1.2 0.1 0.7 0.0 1.3 0.2 PF factor 0.926 0.125 0.926 0.125 0.882 0.882 . Control delay 40.1 1.3 . 39.0 1.2 35.4 32.7 Lane group LOS D A D A P C iApp;rch. delay 4.2 4.3 35 .. 4 32.7 - V\pproach LOS A A 0 C .- Intersec. delay 7.3 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Page 1 of 1 f-' b-~0 Short Report r-----------------------------~~~~~~~----------------------~----~ SHORT REPORT )-.J ~ General Information !Analyst USAI USAf 06/30/08 !Agency or Co. Date Performed Time P~riod AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR '{olume (vph) 30 576 % Heavy veh 2 2 PHF 0.95 0.95 !Actuated (P/A) A A StartuQ lost time 2.0 2.0 Ext. eff. green 2.0 2.0 ~rrival !ype 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr RT o 37 2 0.95 A o N Site Information Intersection IArea Type Jurisdiction IAnalysis Year WB LT TH RT 1 2 0 L TR 12 510 10 2 2 2 POINSETTIA LANE/AMBROSIA LN. All other areas CARLSBAD YEAR 2030 NO PROJECT NB SB LT TH RT LT TH 0 1 0 0 1 LTR LTR 39 10 35 50 10 2 2 2 2 .2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A P P 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 5 0 5 10 0, ,5 10 «' 12.0 ' 12.0 14.0 14.0 --" N 0, N N 0 N-:'·N· . ·:·:0 , ' Bus stops/hr 0 0 0, 0 0 0 . , RT 0 100 2 0.95 P 0 N . Unit Ext~nsion ,3.0 3.0 3.0 3.0 ,3.,0:, .'.' "., «, 3.0 " p'hasing . :Excl. Left 'Thru & RT 03 04 -NB Onlv ' ,SB:PR.iv:';"·' ',Cft: .. < :~ ;~r. ·:,.·GJltc,' .r ' ... " ,G ',: 'M.O G;:::, 59.0 G;::: G;::: G;::: 10.0 G::' 20.0" G;::: ,_~-'~' ':~;: ',G' ::;:',., 'r;" ' TIming y;::: 5" Y;::: 5 y;::: Y;::: Y;::: 5 Y;::: 5 Y;::::.:-',.:.::.:.Y;;, . Duration of Analysis (hrs, -0.25 ' . CycleJ..c;mgth,C_~«!J,40"O,.,._;" ,-,' , Lane Group Capacity, Control Delay, and LOS Determinatiolt " . '" .:. ,:-,':". ..:~ EB WB NB SB 32 645 13 !Adj. flow rate 548 89 169 154 1815 154 1830 vic ratio 0.21 0.36 0.08 0.30 0.57 0.55 Green ratio 0.09 0.49 0.09 0.49 0.08 0.17 Unif. delay d1 50.5 18.8 49.9 18.2 52.9 45.9 Delay factor k 0.11 0.11 0.11 0.11 0.17 0.50 Increm. delay d2 0.7 0.1 0.2 0.1 4.9 6.9 PF.factor 0.933 0.355 0.933 0.355 0.939 0.867 Control delay, 47.7 6.8 46.8 6.6 54.7 46.7 Lane group LO$ D A D A D D • « Apprcr. delay 8:7 7.5 '54.7,.,,'-' ,46.7 . lApp roach LOS A A D D Intersec. delay 15.3 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report General Information ~nalyst USAI Agency or Co. USAI Date Performed 06130/08 Time Period AM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume (vph) 30 611 % Heavy veh 2 2 PHF 0.95 0.95 Actuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 5 10 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 Phasing Excl. Left Thru & RT 03 G = 11.0 G = 59.0 G=' Timing y= 5 y= 5 y= Duration of Analysis (hrs = 0.25 SHORT REPORT Page 1 of 1 tv. ~,'-r 1P Site Information ~~ Intersection POINSETTIA LANE/AMBROSIA LN. Area Typ~ All other areas Jurisdiction CARLSBAD Analysis Year YEAR 2030' WITH PROJECT WB NB SB RT LT TH RT LT tH RT LT TH RT 0 1 2 0 0 1 0 0 1 0 ~ TR LTR LTR 40 20 533 10 50 10 50 50 ·10 100 2 2 2 2 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A A ·A A A 2.0 2.0 2.0 2.0 2.0 2:0 2.0 2.0 5 5 5 5 3.0 3.0 3.0 3.0 0 5 0 5 10 0 5 10 0 12.0 12.0 14.0' 14.0 N N 0 ,N' N 0 N N, 0 N 0 0 0 () 3.0, 3.0 3.0 3.0 .. ., . '''04 .. ::NEfOilly SB Only :07 , 08 ' .. . cr= :(3, '=' 'to.D G = 20.0 G -:;-;' G=' . " . ., , -. . Y -" ' "'(==5 y= 5 y=' y= . ' .. . , . Cycle Length C' =. 120.0' Lane Group Capacitv, Control Delay" and Los Determination .. . . ," , . EB WB NB SB IAdj. flow rate 32 685 21 572 117 169 Lane group cap. 154 1815 154 1830 155 307 vIc ratio 0.21 0.38 0.14 0.31 0.75 0.55 Green ratio 0.09 0.49 0.09 0.49 0.08 0.17 Unif. delay d1 50.5 19.0' 50'.1 18.3 53.8 45.9 Delay factor k 0.11 0.11 0'.11 0.11 0.31 0.15 Increm. delay d2 0.7 0.1 0'.4 0'.1 18.9 2.1 PF factor 0.933 0.355 0.933 0.355 0'.939 0.867 Control delay 47.7 6.9 47.2 6.6 69.4 41.9 Lane. group LOS 0 A ,0 A , ' E 0 Apprch. delay 8.7 8.0' 69.4 . 41.9 :, . Approach LOS A A E 0 Intersec. delay 16.4 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If ,-.': ..,11Ul L .l.'.t:jJUl L ~ act;;; J. vJ. J. ro~~ ~--------------------------~~~~~~~~------------------------~ ~ __________________ ~S~H~O~RT~RE~P~O~R~T~ ______________ ~~~O General Information Site Information \ .\ fA,nalyst USAf fA.gency or Co. USAI Date Performed 09130108 Time Period PM PEAK HOUR Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR 1Y0lume (vph1 100 432 % Heavyveh 2 2 PHF 0.95 0.95 ~ctuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff.green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 RT o 109 2 0.95 A Intersection ~rea Type Jurisdiction lAna lysis Year WB LT TH RT 1 2 0 L TR 34 339 50 2 2 2 0.95 0.95 0.95 A A A 2.0 2.0 2.0 2.0 5 5 3.0 3.0 POINSETTIA LANE/AMBROSIA LN. All other areas CARLSBAD YEAR 2030 NO PROJECT NB SB LT TH RT LT TH 0 1 0 0 1 LTR LTR 25 10 17 20 10 2 2 2 2 2 0.95 0.9S 0.95 0.95 .0.95 A A A A A 2.0 2.0 2.0 2.0 5 3.0 3.0 RT o 30 2 0.95 A Ped/Bike/RTOR Volume 5 10 o 5 o 5 10 '0' '5 10 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 NN. ON Parking/hr Bus sto'ps/hr 0 0 o 0 0 0 ~--,. ~ .. . . , Unit.E.xtension 3.0 3.0 3.0 3.0 3.0 ,.,. ·3.0 Pha~H1g ..... ;, Excl. Left Thru & RT 03 04 NB Only SI3:.QriJY~~i· ··;i;o.7:':~ .. \·;:: ~ ", ~08 rrimin'~ :.:. : .• G = '1'0.0' G = 60.0 G = G == .G i:: t2.0Q.·f:: ·.18:'O.·~ ~ ;'G'~~:';i:' ': .i·:: ~G<-~ ,:': .. ; . Y= 5 Y= 5 Y= Y= Y='5 Y=<fS'," :":'.:.'(=.: ...... ~. '.":y';,. .... Duration of Analysis (hrs) = 0.25 Cycl~Fl:e·ngtiiC:-;'··· f2lHro:-~ .... , ··;.:·',,··F~~~;i;i;i;;;;;i~~~;;;;;;;;;;;;~;;;;;;;;;;;;;!:.;;;;=-;;;;;;;;;;;;=~~;;;;;;;;;;;;;;;;;;;;;;;~;;;;;;;:;;;;~~~~~~~~~~~~ . Lane,Group ·Capaciti, Control Delay, and LOS Determin~tion, .. :~~ .. :,::·."':y,·.:·.,··".~.: .. -::·'-.. : :'." ,'" . .. ._- EB WB NB SB fA.dj. flow rate 10S 570 36 410 55 64 Lane group cap. 140 1799 140 1831 191 282 vIc ratio 0.75 0.32 0.26 0.22 0.29 ,0.23 Green ratio 0.08 O.SO 0.08 0.50 0.10 0.15 Unif. delay d1 53.8 17.8 51.S 16.9 50.0 44.9 Delay factor k 0.31 0.11 0.11 0.11 0.11 0.11 Increm, delay d2 20.0 0.1 1.0 0.1 0.8 0.4 PFfactor 0.939 0.333 0.939 0.333 0.926 0.882 ". Control delay 70.5 6.0 49.4 5.7 47.2 40.0 L.ane group LOS E A D A D D 16.1 9.2 47:2 40.0 ' .. ~p~roach LOS B A D D ' Intersec. delay 16.2 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f file:IIC:\Documents and Settings\SKab\Local Settings\Temp\s2k536,tmp 6/30/2008 Short Report Page 1 of ~ "R G (If\J SHORT REPORT General Information Site Information l4nalyst USAf Intersection POINSETTIA LANE/AMBROSIA LN. IAgency or Co. USAI IArea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR IAnalysis Year YEAR 2030 WITH pROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0' 1 0 0 1 0 Lal}e group L TR L TR LTR LTR lVolume (vph) 100 464 120 50 361 50 30 '10 30 20 10 30 % Heavy veh 2 2 2 2 2, 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 IActuated (PIA) A A A A A A A A A P A A Startup lost time 2.0 2.0 2.0 2.0 2:0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 l4rrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 1,0 0 5 10 0 ., ." Lane Width 12.0 12.0 , , 1~.O' ,12.0' 14.0' 14.0 Parking/Grade/Parking N 0 N N '0' N N 0' N 'N 0' N Parking/hr Bus stops/hr 0' 0 ' ' 0' 0 0 0' Unit Extension 3.0 3·9, ,-<-3.0 3.0 , 3.0 , 3.,0' Phasing Excl. Left' Thru &-RT ',03(,'" ... ,04,,",:, ',:NB Only SB, Qnly::" ";'07 '. ~ ~ ", ,,'; O,8t,:, ::;: G = 10.0 G = 60:0 G'= ;""" " G-" , , G = 12,0 G= 18.0' G= ' ,,:: G::;,' Timing , -,., , , y= 5 y= 5 y= .. ,,' Y=c' .y=5 y= 5 y= , y=', " Duration of Analysis, (hrs = 0.25 '.' :'. f ,".' '", '. Cycle LenQth .c ::; ,120.,0. <C", , .., Lane Group Capacity, Control Delay, and LOS O'etermination , EB WB NB SB IAdj. flow rate 105 614 53 433 75 64 Lane group cap. .140 1797 140 1833 188 282 vic ratio 0.75 0.34 0.38 0.24 0.40 0.23 Green ratio 0.08 0.50 0.08 0.50 0.10 0.1'5 Unif. delay d1 53.8 18.1 52.1 17.0 50.6 44.9 Delay factor k 0.31 0.11 0.11 0.11 0'.11 0.11 Increm. delay d2 20.0 0.1 1.7 0.1 1.4 0'.4 PF factor 0.939 0.333 0.939 0'.333 0.926 '0.882 Control delay 70.5 ' 6.1 50.6 5.7 48.3 40.0 Lane group LOS E ,A , . D A D D IAppr,ch. delay 15.5 10.6 48.3 40'.0 ' .. lApp roach LOS B B D D Intersec. delay 16.8 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f \l0~ ( .. • " f -. , " " " , , -!.' ,.~ . ,." ~:.. .. ,~. " " ,-' .,-." -',' '.',' .. t ... ; I ,', '. '. \ .--.~~ ________________________ TWO-WAY STOP CONTROL SUMMARY ____________________ ~~~_· __ __ HCS2000: unsignalized Intersections Release 4.1f Analyst: USAI ~ ~ Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD units: U. S. Customary Analysis Year: YEAR 2030 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~--~~------~~~--~----------------Major Street: Approach Eastbound Westbound Movement 1 2 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT, Channelized? Lane:S.:, " : Configuration upstream Signal? ·Mihqr street: . ~, . '," .:' r, .' I-v, • --::.,'. " ',' ! '{ " ,~qJlim$~, . __ , Approach . Movement Pe~k Hbbr'F~ctor, PHF ·Houl-:~y"'flQW Ra:te, HFR Perdent· Heavy Vehicles Percent Grade (%) L T 100 581 0.95 0.95 105 611 o Raised curb 1 2 L T No Northbound 7 8 L T o Flared Approach: Exists?/storage Lanes Configuration 3 R 9 R " / I . : I / 4 L 4 19 L· 5 6 T R 502 5 0.95 0.95 528 5 soutnGound,' . 11,', ;12' ~. .1 -_',--,~ .- -: " T:;.: ,,-:'::£~,,:;' ::' \~ .... ' ~:' ;: ~ . ~ i':';~; "' ;', . : ~ .: - Q -,.........::.. __ 6.Q '0.95 0.95' .. 5 -'~ " '.,~,,-. 0' o "'" ,'\6Jf '0 1 1 L R / ~ ____ ~ __________ Delay, Queue Length, and Level of Service ----~--------------Approach EB Movement 1 Lane config L v (vph) C (m) (vph) vic 95% queue length Contr()J:. Deiay LOS Approach Delay Approach LOS 105 1045 0.10 0.33 8.8 A WB Northbound Southbound 4 7 8 9 10 11 12 L R 5 456 0.01 ®.o. 13.0 . B . 68 738 0.09. 0.30 , 10.4, B, HCS2000: Unsignalized Intersections Release 4.1f ____________ TWO-WAY S'I'OP CONTROL SUMMARY _____ "'--_~ _____ _ Analyst: Agency/Co. : Date Performed: Analysis Time Period: Intersection: Jurisdiction: USAI USAI 6/24/2008 AM PEAK HOUR POINSETTIA LANE CARLSBAD units: U. S. customary /CASSIA RD. Analysis Year: YEAR 2030 WITH PROJECT Project ID: AVIARA East/West street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~~--~------~~~--~--------------Major Street: Approach Eastbound Westbound Movement 1 2 3 L T R Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? :4anes configuration Upstream signal? 100 611 0.95 0.95 105 643 0 Raised curb 1 2 L T No , : Northbound Minor Street: Approach Movement 7 ' 8 9 V0lume peak Ho~r Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles L T Percent Grade (%) 0 Flared Approach: Exists?/storage Lanes configuration R / / 4 5 6 L T R 498 5 0.95 0.95 524 5 4 2 0 T TR No S6uthbound 10 11 ,12 L T:' R . . 5 65 0.99 Q:,.,95 5 .6.~ 0 0 0 / 1 1 L R Delay, Queue Length, and Level of Service -A-p-p-r-o-a-c~h--------EB WB Northbound ~S~o-u~t~h~b-o-u-n-d7------- Movement 1 4 7 8 9 10 11 12 Lane Config L L R v (vph) C (m) (vph) vic 95% queue ~ength Control 'Delay LOS Approach Delay Approach LOS 105 1048 0.10 0.33 8.8 A 5 452 0.01 ~.O 13.1' B ' 10.5 B 68 741 0.09 , \ 0.30 10.3 l?' '-' ... HCS2000: Unsignalized Intersections Release 4.1f _________________________ TWO-WAY STOP CONTROL SUMMARY ____________ ,~ ____________ __ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD units: U. S. Customary Analysis Year: YEAR 2030 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~----~----~ Major Street: Approach Eastbound ~~~----~--------------Westbound Movement 1 2 3 L T R Volume 65 403 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 68 424 Percent Heavy Vehicles 0 Median Type/Storage Raised curb 'RT Channelized? Lanes 1 2 Configuration L T Upstream Signal? No 'Minor S,treet: Approach Northbound Movement Volume ~eak,Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 8 L T Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration 9 R 4 5 6 L T R 323 5 0.95 0.95 340 5 / 4 2. 0 T' TR No Southbound 10 11, 12 L T-R 5 '. 100 0 .. 95 0.95 5 105 0 0 0 / / 1 1 L R Delay, Queue Length, and Level of Service ------------------Approach EB Movement 1 Lane Config L v (vph) C (m) (vph) vic 95% ,queue length Control Delay LOS Approach Delay Approach LOS 68 1225 0.06 0.18 8.1 A WB Northbound -S~o-u~t~h~b-o-u-n-d~-------- 4 7 8 9 10 11 12 L R 5 596 0.01 ®.03' 11.1 ,B ' 9.9 A 105 ,848 0.12 0.42 9.8 A HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY --------------------------------------~-------------- Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /CASSIA RD. Jurisdiction: CARLSBAD units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: AVIARA East/West street: POINSETTIA LANE North/South Street: CASSIA ROAD Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~~~~-----Major Street: Approach Eastbound -=~~----~---------------Westbound Movement 1 2 3 L T R Volume 65 449 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 68 472 Percent Heavy Vehicles 0 Median Type/Storage Raised curb RT Channelized? Lanes 1 2 Configuration L T Upstream Signal? No Minor Street: Approach Northbound Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 8 L T Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration 9 R 4 5 6 L T R 361 5 0.95 0.95 380 5 / 4 2 0 T TR No Southbound 10 11 12 L T R 5 100 0.95 0.95 5 105 0 0-a / / 1 1 L R Delay, Queue Length, and Level of Service ------~----------~~~----~--------Approach EB WB Northbound Southbounq Movement 1 4 7 8 9 10 11 Lane Config v (vph) C (m) (vph) vic 95% queue length Control Delay LOS _ Approach Delay Approach LOS L 68 1185 0.06 0.18 8.2 A L 5 570 0.01 G3>0.03 11. 4 B 10.1 B 12 R 10-5 823 0.13 0.44 10.0+- B Short Report SHORT REPORT General Information Site Information Intersection POINSETTIA lA.nalyst USAI LANE/PROJECT DWYS. Agency or Co. USAI Area Type All other areas Date Performed 06/24108 Jurisdiction CARLSBAD Time Period AM PEAK HOUR Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB 5B LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 9 597 10 8 475 7 15 0 12 11 ,D 13 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. Q reen 2.0 2.0 2.0 2.0 2.0 2.Q Arrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 '1 '~ ,0 5 0 , ., Lane Width 12.0 12.0 12.0 12.0 1,4.0 , ' 14.0 " Parkin gIG rade/Parki ng N 0 N N 0 N N 0 N N 0 N -"-- Parking/hr "~-. _._. Bus stops/hr 0 0 0 0 '0 0 Uhit Extension 3.0 3.0 3.0 3.0 3.0. : 3.0 - Phasing Excl. Left Thru & RT 03 04 NS Perm 06:. _ 07 'OS', G = 13.0 G = 60.0 G= G= G = '12.0 G= -, ~ < G:= G'=' Timing y= 5 y= 5 y= y= y= 5 y= y= y= Duration of Analysis (hrs = 0.25 Cyde~Le.ngth C = 1·00.0, Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB ~dj. flow rate 9 639 8 507 29 26 Lane group cap. 218 2233 218 2236 200 204 vIc ratio 0.04 0.29 0.04 ,0.23 0.14 D.13 Green ratio 0.13 0.60 0.13 0.60 0.12 0.12 Unif. delay d1 38.0 9.7 38.0 9.3 39.4 39.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.1 0.1 0.1 0.3 0.3 PF factor 0.900 0.125 0.900 0.125 0.909 0.909 Control delay 34.3 1.3 34.3 1.2 36.2 36.0 Lane group LOS C A C A 0 , D '. ~pprch. delay 1.7 1.7 36.2 36.0 lA.pproach LOS A A D D Intersec. delay 3.3 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Page 1 of ~ .,.. .' .' R c6-;O Short Report SHORT REPORT ~~ General Information Site Information Intersection POINSETTIA Analyst USA I LANE/PROJECT DWYS. Agency or Co. USAI IArea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period PM PEAK HOUR ~nalysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB S.B LT TH RT LT TH RT ·LT TH RT IT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 19 414 21 17 340 15 14 0 11 10 a 12 % Heavyveh 2 2 2 2 2 2 2 2 2 :2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startu~ lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 lArrival type 5 5 5 5 ,. 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 5 10 0 5 0 5 0' 5 0 , . -, 14~d" . . Lane Width 12.0 12.0 12.0 12.0 14.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N ·0 N Parking/hr '-. Bus stops/hr 0 a 0 0 0 a Unit Extension 3.0 3.0 3.0 3.0 3..0. , ;3.0 .. ... ~. ~ "'" '''' , Phasing Ex,cr. Left· ' Thru & RT 03 04 NS Perm '-06:' ... ' ~ , -., ':b7>·; : . >:'->b.i:f,." ::. : G= 13.0 G = 60.0 G= G= G'= 12.0 G=:: G·= ' G:::" ..... Timing .. , " y= 5 . --. y= 5 y= y= y= 5 y= y= y::f. Duration of Analysis (hrs = .0.25 Cycle: Length c=':. 10t{0 , . ' .. -. '" .. . . "" . ,- Lane Group Capacitv, Control Delay, and LOS Determination , . . ,., EB WB NB SB Adj. flow rate 20 458 18 374 27 24 Lane group cap. 218 2221 218 2225 201 205 vIc ratio 0.09 0.21 0.08 0.17 0.13 0.12 Green ratio 0.13 0.60 0.13 0.60 0.12 0.12 Unif. delay d1 38.3 9.1 38.3 8.9 39.4 39.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.2 0.0 0.2 0.0 0.3 0.3 PF factor 0.900 0.125 0.900 0.125 0.909 0.909 " ~. ~ .. Control delay 34.7 1.2 34.6 1.1 36.1 36.0 Lane ,Qroup LOS C A C A D. ,.'.-0 , ' -., Apprch. delay 2.6 2.7 36:1 , 36.0 : Approach LOS A A D 0 Intersec. delay 4.5 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If HCS2000: unsignalized Intersections Release 4.1f _______________________ TWO-WAY STOP CONTROL SUMMARY __________________ ~------- Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD units: U. S. Customary Analysis Year: YEAR 2030 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~--~~----~ -~~~--~----------------Major street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? . , Minor Street: Approach Movement L T R 7 572 7 0.95 0.95 0.95 7 602 7 0 Raised curb 1 2 :0 L T TR No Northbound 789 1 4 5 6 L T R 10 464 8 0.95 0.95 0.95 10 488 8 0 / 4 1 2 0 L T TR No 'Southbound 10 11 12 L T _. ~,..R " ,;:1", ,L T .R Volume 5 0 ' .' '5 4 0 3 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 5 0 5 4 0 '$ Percent Heavy Vehicles 0 0 '0 ,-,-," . ~ 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No Lanes 1 1 0 1 1 0 Configuration L TR L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane config L L L TR L v (vph) 7 10 5 5 4 C(m) (vph) 1078 979 429 698 485 vic 0.01 0.01 ' 0.01 0.01 '0.01 95,% queue length 0.02 0.03 O.O~ 0.02 0.02 Control Delay 8.4 8.7' CI' 10.2 12.5 ,LOS A A', B, B Approach Delay 11. 8 11. 3 Approach LOS B B / 12 TR 3 758 0.00 0.01 9.$ A, HCS2000: unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY ------------------------------------~----------~~ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD units: U. S. Customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKI~lER COURT Intersection orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~~--~--~----~-----Major Street: Approach Eastbound ----~----~---------------Westbound Movement 1 2 3 L T R Volume 7 606 7 Peak-Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 637 7 Percent Heavy Vehicles 0 Median Type/Storage Raised curb RT Channelized? Lanes 1 2 0 Configuration L T TR Upstream Signal? No Minor Street: Appro a cl:), Northbound Movement Volume , Peak Hour Factor, PHF Hourly Flow Rate~ HFR Percent' Heavy Vehicles 7 L 5 0.95 5 o Percent Grade (%) Flared Approach: Lanes configuration Exists?/Storage 1 L 8 9 T R 0 5 0.95 0.95 0 5 0 0 0 No 1 0 TR / / 4 5 6 L T R 10 482 8 0.95 0.95 0.95 10 507 8 0 4 1 2 0' , L T T'R No , Southbound 10 11 12 L T ,1;\ " 4 0.95 4 o 1 L 0, ' ' ", "3' o :95" (L 9,5' , o ' ' . '3 o " 0 '0 No 1 0 TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 7 10 5 5 4 C (m) (v'ph) 1061 951 410 680 471 vic 0.01 0.01 0.01 0.01 0.01 95% queue length 0.02 0.03 0.0'4 0.02 0.03 Control Delay 8.4 8.8 8 10.3, 12.7 LOS, A A ' B B .B" " '. ,. Approa'ch Delay 12.1 11. 5 Approach LOS B B' , -... / 12 TR 3 747 0.00 0.01 9.8 ,A CI\~lx ./1;;;0 ...;/Z HCS2000: Unsignalized Intersections Release 4.1f C\~ TWO-WAY STOP CONTROL SUMMARY ------------------------------~~~O~ Analyst: USAI 7 Agency/Co.: USAI Q Date Performed: 6/24/2008 ~, Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD Units: U. S. customary Analysis Year: YEAR 2030 NO PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments --~------~----------~~~----~----------------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream .Signal? L 10 0.95 10 0 Raised 1 L T 378 0.95 397 curb 2 0 T TR No Minor Street: Approach Movement Northbound Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 7 L 9 0.95 9 o Flared Approach: Exists?/Storage Lanes 1 Configuration L 8 T 0 0.95 0 0 0 1 0 TR R 20 0.95 21 9 R .. 10 0.95 10 0 No 4 5 6 L T R 21 311 10 0.95 0.95 0.95 22 327 10 0 / 4 1 2 0 L T TR No Southbound 10 11 12 L T R· 10 0 9 0.95 0.95· 0.95 10 0 9. 0 0 0 0 / No 1 1 0 L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 10 22 9 10 10 C (m) (vph) 1234 1152 552 803 580 vic 0.01 0.02 0.02 0.01 0.02 95% queue length 0.02 0.06 0.05 0.04 0.0'5 Control Delay 7.9 8.2 CB 9.5 11. 3 LOS A A A B Approach Delay 10.5 10.3 Approach LOS B B / 12 TR 9 853 0.01 '0.03 9.3 A HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY ----------------------------------------------~---- Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: POINSETTIA LANE /SKIMMER COURT Jurisdiction: CARLSBAD units: U. S. customary Analysis Year: YEAR 2030 WITH PROJECT Project ID: AVIARA East/West Street: POINSETTIA LANE North/South Street: SKIMMER COURT Intersection Orientation: EW Study period (hrs): 0.25 Vehicle --~--~--~~--------~ Major Street: Approach Volumes and Adjustments Eastbound -=--~----~--------------Westbound Movement 1 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? L 10 0.95 10 0 Raised 1 L 2 3 T R 405 20 0.95 0.95 426 ·21 curb 2 0 T TR No Minor Street: Approach Movement Northbound Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent HeaVy'Vehicles 7 L 9 0.95 9 o Percent Grade (%) Flared Approach: Lanes Configuration Exists?/Storage 1 L 8 9 T R 0 10 0.95 0.95 0 10 0 0 0 No 1 0 TR 4 5 6 L T R 21 354 10 0.95 0.95 0.95 22 372 10 0 / 4 1 2 0 L ·T TR No Southbound - 10 11 l2 L T R 10 0 9 .. ' 0.95 0.95 _ .. 0.95 10 . . 0 9 . 0 -0 0 0 / No 1 1 0 L TR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config L L L TR L v (vph) 10 22 9 10 10 C (m) (vph) 1188 1124 530 786 547 vl.c 0.01 0.02 0.02 0.01 0.02 95% queue length 0.03 0.06 0.05 0.04 0.06 Control Delay 8.1 8.3 CI3 9.6 11.7 LOS A A A B Approach Delay 10.7 10.6 Approach LOS B B / 12 TR 9 825 0.01 0.03 ·9.4 A Short Report Page 1 of 1 \CY"" IX 1;10 SHORT REPORT General Information Site Information Analyst USA I Intersection EL CAMINO REAL@ POINSETTIA LAN Agency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R L T R Volume iyph) 125 286 170 220 163 200 187 2615 430 125 1160 132 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF. 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 0.95 !Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival tYQe 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3 . .0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 .0 10 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 .1;~,0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N· 0 N Parking/hr E?us stops/hr 0 0 0 0 0 0 (J 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3;0 3,0 3.0 3.9 3.0 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru.& RT 0·7 .. . ,:08 .. ,-. G = 15.0 G = 25.0 G.= G= G = 10.0 G = 60.0" G'=', -, .. '8 :: Timing .. y= 5 y= 5 y= Y= y= 5 y= 5 Y·= y= , Duration of Analysis (hrs = 0.25 CycleLength C =, 130.9 ' , , .. ',1_" Lane Group Capacity, Control DelaYl·and LOS'Determination ' .. , , ' . EB WB NB SB Adj. flow rate 132 480 232 383 197 2753 453 132 1221 139 Lane group cap. 376 674 376 653 250 2465 688 250 2465 688 vic ratio 0.35 0.71 0.62 0.59 0.79 1.12 0.66 0.53 0.50 0.20 Green ratio 0.12 0.19 0.12 0.19 0.08 0.46 0.46 0.08 0.46 0:46 Unif. delay d1 53.0 49.1 54.8 47.8 59.0 35.0 27.1 57.7 24.4 20.8 Delay factor k 0.11 0.28 0.20 0.18 0.33 0.50 0.23 0.13 0.11 0.11 Increm. delay d2 0.6 3.5 3.1 1.4 15.4 58.8 2.3 2.1 0.2 '0.1 PF factor 0.913 0.841 0.913 0.841 0.944 0.429 0.429 0.944 0.429 0.429 , Control delay 49.0 44.9 53.1 41.6 71.1 73.8 13.9 56.6 10.6 9:1 Lane group LOS 0 0 0 0 E E B E B A -. ~-- IApprch. delay 45.8 45.9 65.7 14.6. .. .' -" -. ,-~ ,~ .. , lAPP roach LOS 0 0 E f3 Intersec. delay 49.2 Intersection LOS 0 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f ~~ , " . Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst Intersection EL CAMINO REAL@ USA I POINSETTIA LAN IAgency or Co. USAI IArea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD !Time Period 2030 AM PEAK lA.nalysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT IT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R L T R . ~ [Volume (vph) 140 290 185 220 165 200 195 2615 430 125 1160 140 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.9Q 0.95 0.95 0.95 lA.ctuated (P/AJ A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~ 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.D 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0· 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 ' 10 0 ": .. '0 ' 10' 0 0 Lane Wiqth 12.0' 12.0 12.0 12.0 12.0 12:q. '12.0: ,12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 '0 ' 0 0 0 0 Unit ~xtension 3.0 3.0 3.0 3.0 3.0 ::3 .. 0: " 3,:0.' ,< 3.0 3.0 3.0 Phasing" Excl. Left Thru & RT 03 04 Excl., Left Thru' &,Rr:. ~ 07 08 . Timin·g:." G = 15.0 G = 25.0 G= G= G = 10.0 G:·60.0 'G'= G= y= 5 Y= 5 y= y= y= 5 Y="5" .,.', ''Y=' Y= ' ~ Duration of Analysis (hrs = 0.25 Cycle LengU:i ,C == .130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB IAdj. flow rate 147 500 232 385 20.5 2753 ' 453 132 '1221 147 Lane group cap. 376 672 376 653 250 2465 688 250 2465 688 vIc ratio 0.39 0.74 0.62 0.59 0.82 1.12 0.66 0.53 0.50 0.21 Green ratio 0.12 0.19 0.12 0.19 0.08 0.46 0046 0.08 0.46 0.46 Unif. delay d1 53.3 49.5 54.8 47.8 59.1 35:0 ' 27.1 57.7 '24.4 20.9 Delay factor k 0.11 0.30 0.20 0.18 0.36 0.50 0..23 0.13 0.11 0.11 Increm. delay d2 0.7 4.5 3.1 1.4 19.1 58.8 2.3 2.1 0.2 0.2 PF factor 0.913 0.841 0.913 0.841 0.944 0.429 0.429 0.944 0.429 0.429 Control delay 49.3 46.1 53.1 41.6 74.9 73.8 13.9 56.6 10.6 9.1 Lane group LOS D D D D E E B E B 'A IApprch.' delay 46.9 45.9 ~ 65.9 14.5 . lA.pproach LOS D D E B Intersec. delay 49.4 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version-4.lf \\)~ '?:P ~~ Short Report Page 1 of 1 . . \Q~ SHORT REPORT General Information Site Information ~nalyst USA I Intersection EL CAMINO REAL@ POINSETTIA LAN IAgency or Co. USAI IArea Type All other areas Date Performed 06124108 !Time Period 2030 PM PEAK Jurisdiction CARLSBAD IAnalysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1 2 3 1 Lane group L TR L TR L T R L T R [Volume (vph) 128 132 138 830 140 160 91 1185 480 '1'65 192Q 111 % Heavv veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 lA.ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0 .0 .. Lane Width 12.0 12.0 . 12.0 12.0 12.0 12.0 12·9. 12.0 12.0 12 . .0, .. : Parking/Grade/Parking N 0 N N N N N N , .Ai.· 0 0 0 . , Parking/hr -, _. Bus stops/hr 0 0 .. .0 0 0 . 0 0 Q . 0 0 -'...~ Unit Extension 3,0 3.0 3.0 3.0 3.0 3.0 $.q 3.0 .3.0 3.0 . " .. . Phasing Excl. Left Thru & RT •. . 03 04 Excl. Left Thru &RT:, .at" .. . off ... ~ --. ': ~. : G = 35.0 G = 15.0' , ,G :: ,G= G = 10.0 G =' 50.0 G:=>' . , ~ '(3 =:.~ ~, .:';{ Timing y= 5 y= 5 .y= y= y= 5 y= 5 " y= ::, y=/ .. , . Duration of Analysis (hrs = 0.25 CvcleLE1ngih G. = '"1.30.,0,, , " ~ ..... -',. , " . Lane Group Capacity, Contr.oIOelay, and LOS Determination " , . .> • .' " , . EB WB NB SB IAdj. flow rate 135 284 874 315 96 1247 505 174 2021 117 Lane group cap. 877 393 877 391 250 2054 572 250 2054 572 vIc ratio 0.15 0.72 1.00 0.81 0.38 0.61 0.88 0.10 0.98 0.20 Green ratio 0.27 0.12 0.27 0.12 0.08 0.38 0.38 0.08 0.38 0.38 Unif. delay d1 36.2 55.5 47.4 56.1 57.1 32.1 37.3 58.5 39.6 26.7 Delay factor k 0,11 0.28 0.50 0.35 0.11 0.19 0.41 0.26 0.49 0.11 Increm. delay d2 0.1 6.4 29.5 11.7 1.0 0.5 15.1 8.2 ' 16.2 0.2 PF factor 0.754 0.913 0.754 0.913 0.944 0.583 0.583 0.944 '0.583 0,583 Control delay 27.4 57.1 65.3 62.9 54.9 19.3 36.8 . 63.4 39.3 . 15.8 Lane group LOS C E E E D B D E D B· . , .... 'lApprch. delay 47.5 64.7 25.9 ' . " 39,9, . --' , ,-. --"-" -~~ -._-. ,. " lApp roach LOS D E C P Intersec. delay 41.1 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, AU Rights Reserved Version4.lf 'V.J :'-' t,: '. '.':.; ': .. ,;: ~~~: k ':; .,_ :~~~~ :'.,~ .I:: ,~:.~. ,,~ Short Report SHORT REPORT General Information Site Information Analyst Intersection EL CAMINO REAL@ USAI POINSETTIA LAN iAgency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Irime Period 2030 PM PEAK Analysis Year YEAR 2030 WITH, PROJECT Volume and Timing Input -- EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 0 2 2 0 2 3 1-2 3 1 Lane group L TR L TR L T R L T R Volume (vph) 140 135 150 830 145 160 110 11"85 48.0 165 ,1Q20 130 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95: 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A. A A A Startup lost time 2.0 2.0 2.0 2.0 ,2.0 2.-0 2.0 2.0 2.0 2.0 - Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 .2:0 2.0 2.0 lArrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3:0' 3.0 3.0 · Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0, . , .f) 10 0 0 : Lane Width 12.0 12.0 12.0 12.0 .. 12.0 1Z0:. 12.'0 12.0 12.0 12.0 ' · Parking/Grade/Parking N 0 N N 0 N N 0 N N a N , Parking/hr , Bus stops/hr 0 0 0 0 0 a 0 0 0 0 3.0 .. 3.0'· . Uhit Extension 3.0 3.0 . 3;0 ' . . '3.0' . 3~O, ' 3.0 3.0 3.0 \-,- Phasing Excl. Left Thru & RT 03 04 .'E~CI~ L'eft 'ThriJ ,&',RT 07 0.8 .' .' ," ~ . " ~, . , Timing G = 35.0 G = 15.0 G= G= G:: 10.0 . G == 50.0 G= G= Y= 5 Y= 5 y= y= y= -5 y'=:, $ ,,' ". y= Y='· :, Duration of Analysis (hrs = 0.25 ' Cyd~ Length C = 130.0 .. · Lane Group Capacity, Control Delay, and LOS' Determination' EB WB NB SB IAdj. flow rate 147 300 874 321 116 1247 505 174 2021 137 Lane group cap. 877 391 877 392 250 2054 572 250 2054 572 vic ratio 0.17 0.77 1.00 0.82 0.46 0.61 0.88 0.70 0.98 0.24 Green ratio 0.27 0.12 0.27 0.12 0.08 0.38 0.38 0.08 0.38 0.38 Unif. delay d1 36.4 55.8 47.4 56.2 57.4 32.1 37.3 58.5 39.6 27.1 Delay factor k 0.11 0.32 0.50 0.36 0.11 0.19 0.41 0.26 0.49 0.11 . Increm. delay d2 0.1 8.9 29.5 12.9 1.4 0.5 15.1 8.2 16.2 0.2 PF factor 0.754 0.913 0.754 0.913 0.944 0.583 0.583 0.944 0.583 9.583 Control delay 27.5 59.9 65.3 64:2 55.6 19.3 36.8 63.4 39.3 16.0 .. Lane group LOS C E E E .. E B 'D . . E D' B , Apprch. 'delay 49.2 65.0 26.3 • ~r ' ." . . 39.7' ". '" Approach LOS D E C D Intersec. delay 41.3 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 \\-.~ ~---------------------------------------------70 SHORT REPORT General Information Analyst USAI ~gency or Co. USAI Date Performed 0.612410.8 h"ime Period 20.30. AM PEAK Volume and Timing Input EB LT TH RT Num. of Lanes 1 1 1 Lane group L LTR R lVolume (vph) 70. 10. 10.3 % Heavy veh 2 2 2 PHF 0..95 0..95 0.95 Actuated (P/A) A A A Startup lost time 2.0. 2.0. 2.0. Ext. eff. green 2.0. 2.0. 2.0. ~rrival type 5 5 5 Unit Extension 3.0. 3.0. 3.0. Ped/Bike/RTOR Volume 10 0 0 Lane Width 12.0 12.0. 12.0. Parking/Grade/Parking' N e N Parking/hr Bus stops/hr 0 '0 0 Site Information Intersection Area Type Jurisdiction Analysis Year WB LT TH RT 0.10 LTR 555 222 0..95 0..95 0..95 A A A 2.0 2.0. 5 3.0. 10. 0 0 12.0. N a N a EL CAMINO REAL@ CAINO VIDA ROB All other areas CARLSBAD YEAR 20.30. NO PROJECT NB SB LT TH RT LT TH 2 3 a 1 3 L TR L TR 80.1 2239 20. 65 1284 2 2 2 2 2 0.95 0..95 0..95 0..95 0..95 A A A A A 2.0 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 5 5 5 5 3.0. 3.0. 3.0. 3.0. 10. 0. D· 10. 'd· .. .. 12.0 1~,0 .12.0 .. . 12.0. , N .0 N N () a a . ,0. e ,. RT a 250. 2 0.95 A 0., , -, ; N· Unit ExtE?nsion 3.0. 3,0 3.0. 3.0. 3.0.3.0." '3.0. 3.D ... • 1 'Phasing_ 'J::WPerm 02 ... '03 04 : Excl. Left NB,Ol)ly.:: , Thr,u--:&RT::> ">'08':-':;'" , ,\.',:.; '," . . "G= 16.0.--G,:: G=· G= G= 12.0 G=·2·S:O'G'=44.Q·:'.G:'::;~;':·;~;:·:. Tlmll'}g Y = 5 Y = Y = Y = Y = 5 Y = 5 -Y =, 5" ~. Y:::· '. " ....... . D,uration of Analysis (hrs = 025 ,. . . Cycle: Le,n~th c:::;: ,120..:0 .J'. '.' ; .. , ."!.. ~ Lane Group'CapCJcity, Control Delay, and LOS Determination' :. ", "'. ':' " . "" ,'. '",''''' EB WB NB SB ~dj. flow rate 74 11 108 15 843 2378 68 1615 Lane group cap. 172 261 40.3 231 1221 3422 168 190.8 vIc ratio 0..43 0..04 0.27 0..0.6 0.69 0.69 0..40. 0.85 Green ratio 0..13 0.13 0..28 0.13 0..38 0..64 0.10. 0..37 Unif. delay d1 47.8 45.3 34.0 45.5 31.6 13.9 50..7 34.9 Delay factor k 0..11 0.11 0..11 0.11 0..26 0..26 0..11 0.:38 Increm. delay d2 1.7 0..1 0..4 0..1 1] 0..6 1.6 3.8 PF factor 0..897 0..897 0..747 0..897 0..60.0. 0..140 0..926 0..614 Control delay 44.6 40..7 25.8 40.9 20.7 2.6 48.5 25 .. 2, 0 0 C 0 C A· Lane group .LOS , 0 C .. --.- 40..9 7.3 33.9 , .-. , 26.1"" " . , ., " . ~pproach LOS C 0 A C Intersec. delay 14.6 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report SHORT REPORT General Information Site Information Intersection EL CAMINO REAL@ CAlMa Analyst USAI VIDA ROB ~gency or Co. USAI ~rea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK ~nalysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 Lane group L LTR R LTR L TR L TR ~olume (vph) 70 10 105 5 5 5 805 2250 20 65 1290 250 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (P/A) A A A A A A A A A A A A StartUQlost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0' 3.0 3:0 3.0 $.0 3.0 3.0 . Ped/Bike/RTOR Volume 10 0 0 10 0 0-10 ,0 0 10 0 0 .- . Lane Width 12.0 12.0 12.0 12.0 12.0 t2.0 12.0 12.0 . Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr -Bus stops/hr 0 0 0 Q 0 0 .0 0 .--.- Unit Extension 3.0 3.0 3.0 3.:0, 3.0 3.0 :3.0 3.0 ... Phasing EWPerm' 02 03 0.4· : .. ; . Excl. Left .·NB drily' Thr.u &:RT' ".) :'08 ----..'~ , ~ .-.. -.- f. Timing G = 16.0 G= G= G=···:···· ,:G = 12.0 "(3 =' 28.0 G::i:' 44.6' "'(3='.' y= 5 y= y= y= . ..-Y='5 . y= '5 . Y ='5'''' Y=" .. Duration of Analysis (hrs = 0.25 .. --.' . , ." , CYcle·L.ength '0, = 1·2();0·· .. -.. -". ,"f -,.- Lane Group Capacity, Control Delay, and LOS Determination '" , EB WB NB SB ~dj. flow rate 74 11 111 15 847 2389 68 1621 Lane group cap. 172 261 403 231 1221 3423 168 1908 vic ratio 0.43 0.04 0.28 0.06 0.69 0.70 0.40 0.85 Green ratio 0.13 0.13 0.28 0.13 0.38 0.64 0.10 0.37 Unif. delay d1 47.8 45.3 34.1 45.5 31.7 14.0 50.7 35.0 Delay factor k 0.11 0.11 0.11 0.11 0.26 0.26 0.11 0.38 Increm. delay d2 1.7 0.1 0.4 0.1 1.7 0.6 1.6 3.9. PF factor 0.897 0.897 0.747 0.897 0.600 0.140 0.926 0.614 Control delay 44.6 40.7 25.9 40.9 20.7 2.6 48.5 25.3 Lane' group LOS D D C . '. D C A 0 C .. • ,-• -,..."... .-. ~... •• '> -~, .-, -, .., " . -.,., ~pprch. delay 33.8 40.9 7.3 26.3 Approach LOS C D A C Intersec. delay 14.7 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report Page 1 of 1 \VQ :======================S~H=O=R~T:R:E:P=O:R~T=:====================:',0 General Information Site Information lAnalyst USAf Intersection EL CAMINO REAL@ CMO ~ VIDA ROB Agency or Co. Date Performed Time Period USA I 06124108 2030 PM PEAK Area Type Jurisdiction !Analysis Year All other C1reas CARLSBAD YEAR 2030 NO PROJEQT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 010 2 3 0 1 3 0 Lane group L LTR R LTR L TR L TR Volume (vph) 275 10 650 15 15 15 122 1344 10 55 1701 275 % Heavy veh 2 2 22222222 22 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 IActuated (PIA) A A A A A A A A A A A . A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ·2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival !ype 5 5 5 5 5 5. 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 o 10 0 0 10 o .. 10", ,0 Lane Wiqth 12.0 12.0 12.0 12.0 12.0 12.0 . "'" 12.0; 12:0 Parking/Grade/Parking NON N o N N 0 N-,iv' .:., :' 0 N Parking/hr Bus stops/llr 0 0 0 0 0 0, .. 0 0 .. Unit Extension . .3.0 3.0 3.0 3.0 3 .. 0 .3:0, , , c, " . 'P~,.O< 3.0 . " , Phasil)9' " ,EWPerm 02 . 03 04 Excl., Left· .Thnk~·Bt~-> 'P, ;; :'\:bt-.!~'::~>" . ',0,8, ~ ',:; , , G= 30.0 G = G = G = G = 10.0 G =:75.0 .. G·=H;' "i ,~;~, i~G'= .:,: Timing :, .. Y = 5 Y = Y = Y = Y = 5 Y = : 5 Y =;', ,:,:, .... Y'':;· .. , Duration of Analysis (hrs = 0.25 " Cycle .Length C:::-::, ,~f30.0 ,,;, .... Lane 'Groul! Ca~acity; Control Delay, and LOS Determination' -': '. '. -'. 1" ,--:<,,;,,< ;"," , , EB WB NB SB Adj. flow rate 260 348 376 48 128 1426 ' 58 2080 Lane group cap. 292 382 519 324 250 3078 129 3017 vIc ratio 0,89 0.91 0.72 0.15 0.51 0.46 0.45 0.69 Green ratio 0.23 0.23 0.35 0.23 0.08 0.58 0,08 0;58 Unif. delay d1 48.4 48.7 37.1 39.8 57.7 15.9 57.4 19.3 Delay factor k 0.41 0.43 0.29 0.11 0.12 0.11 0.11 0.26 Increm. delay d2 26.9 25.4 5.0 0.2 1.8 0.1 2.5 0.7 PF factor 0.800 0.800 0.647 0.800 0.944 0.118 ,0.944 ,0.118 " Control delay 65.6 64.4 29.0 32.1 56.2 2.0 ' 56.7 3.0' l,anegroup LOS E E C C E A. E A, IApP~9h. dela.y " --,-, _. 51.2 32.1 6.5' . . ',-.' -, " ;:;, 4.4 ' . , , .. .. . ' lApp roach LOS D C A A Intersec. delay 15.1 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, If Short Report Page 1 of 1 Q .~~ <1.:;0 SHORT REPORT ~Q' General Information Site Information Analyst Intersection EL CAMINO REAL@ CMO USAf VIDA ROB Agency or Co. USAI fArea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT L1 TH , RT Num. of Lanes 1 1 1 0 1 0 2 3 0 1 3 0 Lane group L LTR R LTR L TR L TR !Volume (vph) 275 10 655 15 15 15 125 1355 10 55 17f5 275 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 pHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 ~ctuated (PIAl A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2:0 Ext. eff.l!reen 2.0 2.0 2.0' 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 10 0 0 10 0 10 0 .' Lane Width 12.0 12.0 12.0' 12.0 . 12.0 12.0 '12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N' N 0 N Parking/hr . Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extensiqn 3.0 . 3.0 3.0 . , ' "' . '3.0 .. " , 3.0 3.0 3:0 3.0 ... .. Phasing. EWPerm 02 03 " , '. '-:04::,:'-: ··'Exd[ Left Thru & RT, ~07' OS ' ". .. . .. , :. >'-...;~ ~_; :t:: : . . Timing G = 30.0 G= G= G.::' G' = 10.0 G = 75.0 G=' G= Y=' 5 Y= y= Y =' --' .... -.. Y'= 5 Y=5 Y"7 '-' Y'=7' . . Duration of Analysis (hrs) = 0.25 . . . Cycle Lenqth C j::: . 130.0 .. Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 260 350 379 48 132 1437 58 2094 Lane group cap. 292 381 519 323 250 3078 129 3018 vIc ratio 0.89 0.92 0.73 0.15 0.53 0.47 0.45 0.69 Green ratio 0.23 0.23 0.35 0.23 0.08 0.58 0.08 0.58 Unif. delay d1 48.4 48.8 37.2 39.8 57.7 15.9 57.4 19.4 Delay factor k 0.41 0.44 0.29 0.11 0.13 0.11 0.11 0.26 Increm. delay d2 26.9 26.9 5.2 . 0.2 2.1 0.1 2.5 0.7 PF factor 0.800 0.800 0.647 0.800 0.944 0.118 0.944 0.118 Control delay 65.6 65.9 29.3 32.1 56.6 2.0 56.7 3.0· La~e group LOS E E' C .. 'C 'E A E A' , -'. -. - IApprch. delay 51.8 32.1-,. , 6.6 .. 4:4 • ." ~pproach LOS 0 C A A Intersec. delay 15.3 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.lf Short Report Page 1 of 1 ':1,." \K , \ General Information !Analyst USAI !Agency or Co. USAI Date Performed 06124108 Time Period 2030 AM PEAK Volume and Timing Input EB LT TH Num. of Lanes 1 1 Lane group L TR Volume (vph) 150 5 % Heavyveh 2 2 PHF 0.95 0.95 Actuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 IArrival type 5 5 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 10 0 , ,Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr , Bus stops/hr 0 0 SHORT REPORT Site Information EL CAMINO REAL@ CASSIA ROAD All other areas CARLSBAD Intersection Area Type Jurisdiction Analysis Year YEAR 2030 NO PROJECT WB NB SB RT LT TH RT LT TH RT LT TH RT 00101 3 0 130 LTR L TR L TR 60 5 5 10 35 2900 5 5 1352 35 2 222 2 2 2 2 2 2 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 '0.95 0.95 A A A A A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 5 3.0 3.0 3.0 3.0 3.0 o 10 0 o 10 o ., Q . .:.' :1:(j '0, 0 12.0 12.0 N N 0 N N ,. -" ~. -o 0 ,0. . . ,. " I' , .0" , 0 .' .~. ~. <. , ,Unit Extensidn, 3.0 3.0 3.0 3.0 ,3.e ~ _",,:': ,i 3.g . 3.0 EB WB NB SB f,dj. flow rate 158 68 21 37 3058 5 1460 Lane group cap. 215 277 285 210 3115 210 3103 vIc ratio 0.73 0.25 0.07 0.18 0.98 0.02 0.47 Green ratio 0.17 0.17 0.17 0.13 0.58 0.13 0.58 Unif. delay d1 47.5 43.4 42.2 47.0 24.4 46.1 14.4 Delay factor k 0.29, 0.11 0.11 0.11 0.49 0.11 0.11 Increm. delay d2 12.3 0.5 0.1 0.4 12.2 0.0 0.1 PF factor 0.867 0.867 0.867 0.905 0.120 0.905 0.120 Control delay 53.5 38.1 36.7 42.9 15.1 41.7 1.8 Lane ,group LOS o 0 o o 8 '. D A '-, -~--. ., '. Apprch. de}ay' 48.9 36.7 15.4 t1 ·,-." 2.0 '. .~. -,. . ,". '.. .-.-., -, lApp roach LOS o o 8 A Intersec. delay 13.0 Intersection LOS 8 HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f "if':> ~~ Short Report Page 1 of 1 General Information ~nalyst Agency or Co. Date Performed Time Period USAf USAf 06124108 2030 AM PEAK Volume and Timi"-9 Inp_ut EB LT TH Num. of Lanes 1 1 Lane group L TR 150 5 % Heavy veh 2 2 PHF 0.95 0.95 ~ctuated (P/A) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/Bik.e/RTOR Volume 10 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr " SHORT REPORT Site Information RT 0 60 2 0.95 A o N LT 0 5 2 0.95 A Intersection Area Type Jurisdiction iAnalysis Year WB TH RT 1 0 LTR 5 10 2 2 0.95 0.95 A A 2.0 2.0 5 3.0 10 0 0 12.0 NON LT 1 L 35 2 0.95 A 2.0 2.0 5 3.0 10 12.0 N EL CAMfNO REAL@ CASSfAROAD All other areas CARLSBAD YEAR 2030 WITH PROJECT NB TH RT LT 3 o 1 TR L 2915 5 2 2 2 0.95 0.95 0:95 A A A 2.0 2.0 2.0 :2:0 5 5 3.0 3.0 0 . , o 10 12.0 12.0 0 N N . ' S8 TH 3 . TR 1360 2 0.95 A 2.0 2.0 5 '3.0 0 12.0 '0 Bus stops/hr 0 0 0 0 O' ······0 . 0 Unit Extension 3.0 ,3.'0·.: :'S' ",3.0 3.0 ~.O., .,:" .. }·O" ,3.0 RT o 35 2, 0.95 A o N j ", , ' -., , ".'ft ._ '. :-.~.; (1,.:" '1 'I j, I Phasing EW Perm 02 : 03';" ,' .. : 04:' Excl. Left Thru &:Rr;:< ~ . 0(:: .'. . ':' b~f r . G= 20.0 G= G; . G=' G= 15.0 G=' 7'0:'0' '''(3; .. ,,(3=' .... :/ . .: :.;:-~~~~:~·~t ~ , :> : .. ;"': '(: \ Imlng. y= 5 y= y-=~"' .... Ioy= .-".'. y= 5 y= 6'-y.~ .---':-." :y=~'-: " Duration of Analvsis (hrs = 0.25 ' .... , '" .,.. Cycle lengJf.d:;'=.120.Q<:' ': ',' j.,.; ~;>' .. '. ( I Lane Group Capacity, Control' Delay,· and LOS Determination _ .. .-'-. -' ... EB WB NB 'SB ~dj. flow rate 158 68 21 37 3073 5 1469 Lane group cap, 215 277 285 210 3115 210 3103 vic ratio 0.73 0.25 0.07 0.18 0.99 0.02 0.47 Green ratio 0.17 0.17 0.17 0.13 0:58 0.13 0.58 Unif. delay d1 47.5 43.4 42.2 47.0 24.5 46.1 14.4 Delay factor k 0.29 0.11 0.11 0.11 0.49 0:11 0.11 Increm. delay d2 12.3 0.5 O. 1 0.4 13.1 0.0 0.1 PF factor 0.867 0.867 0.867 0.905 0.120 0.905 0.120 Control delay 53.5 38.1 36.7 42.9 ,16.0 41.7 1.8 Lane group LOS D D D D B ,0, . A.:. ., . --'.w ___ ~_ Apprch. delay 48.9 " 36.7 16.4 2.0 ',' ~pproach LOS D D B A Intersec. delay 13.6 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report Page 1 of1 0 ·V\ ~----------------------------~~----------------------~'.~ SHORT REPORT General Information Site Information Analyst EL CAMINO REAL@ CASSIA ROAD All other areas CARLSBAD iAgency or Co. Date Performed Time Period USAf USAf 06124108 2030 PM PEAK Intersection iArea Type Jurisdiction lA.nalysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH Num. of Lanes 1 1 o o 1 0 1 3 0 1 3 Lane group L TR LTR L TR L TR f'Lolume _(vph) 80 5 65 10 5 10 70 1388 15 5 2221 % Heavy veh 2 2 2 2 2 2 2 2 2 2 '2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 lActuated (PIA) A A A A A A A A A A ,A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 -2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 Unit !=~tension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Pedf:Bike/RTOR Volume 10 0 o 10 o o 10 o ,., . 0. 10, 0 " ~can~Y~idth 12.0 12.0 : Parkiiig'lGradt;l/Parking N 0 Parkilig/hr " (3u§ stgp$/hr, 0 0 o o -0,; '." ",,:0 o .. , , Unit E'.(tensibn -3.0 3.0 3.0 > . ~ ~ ~ _ .... '. . ,_ T ., _ 3.08.0: " .. 3.0 3.0 , " puratio.nofAnalysis (hrs) = 0.25 . Cycle"Lel'il§,tll·~;,~~ ,1,20;.0 Lane:G'rQop Capacity, Control Delay, and LOS' Dete'rmination ' ! ._~ .. :'~ "'::-""," EB WB NB SB lA.dj. flow rate 84 73 27 74 1477 5 2485 Lane group cap. 214 277 275 210 3110 210 3086 vIc ratio 0.39 0.26 0.10 0.35 0.47 0.02 0.81 Green ratio 0.17 0.17 0.17 0.13 0.58 0.13 '0.58 Unif. delay d1 44.6 43.6 42.4 48.1 14.4 46.1 19.6 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.35 Increm. delay d2 1.2 0.5 0.2 1.0 0.1 0.0 1.6 PF factor 0.867 0.867 0.867 0.905 0.120 0.905 0.120 Control delay 39.8 38.3 36.9 44.5 1.8 ' 41.7 4.0 Lan~ group LOS 0 D 0 ,0 A ' , D A Apprch. delay 39.1 36:9, 3.9 .. 4.1 , • I. . • , ~ ,. .-,,~ , iApproach LOS D D A A Intersec. delay 5.5 Intersection LOS A RT o 140 2 0.95 A o HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4,lf : .,1' Short Report Page 1 of 1 ~--------------~~~~~------------~~~/q SHORT REPORT ~G~e~ne~r~a~ll~n~fo~r~m~a~ti~o~n ______________________ ~S~it~e~ln~f~o~rm~a~t~io~n~-=~~~~~~~ ______ ~ ,.~() EL CAMINO REAL@ 0 Analyst Agency or Co. Date Performed Time Period USA! USAI 06124108 2030 PM PEAK Volume and Timing Input EB LT TH RT Num. of Lanes 1 1 0 Lane group L TR Volume (vph) 80 5 65 % Heavyveh 2 2 2 PHF 0.95 0.95 0.95 ~ctuated (PIA) A A A Intersection CASSIA ROAD 'vJ '\ Area Type All other areas Jurisdiction CARLSBAD 1Analysis Year YEAR 2030 WITH 1'"" PROJECT WB NB SB L T TH RT L T TH RT LT TH RT o 1 0 1 3 0 130 LTR L TR L TR 10 5 10 70 1400 15 5 2240 140 2 2 2 2 2 2 222 0.95 0.95 0.95 0.95 0.95 0.95 0.95. 0.95 0.95 A A A A A A A A A StartulJlost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 . Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0' Ped/Bike/RTOR Volume 10 .' 0 0 10 0 0 10 0 0 1·0 0 o· Lane Width 12.0:. 12.0 -12.0 12.0 12.0: .', 12.0 12.0 .: ;5 .. ~----------------~--~r---+---~---+--~----r---+-~-r--~----r---~--~.. " Parking/Grade/Parking NON NON NON N 0 N· Parking/hr .; :, Bus stops/hr 0 0 0 0 ,-6-_. ·0 0'" . -" .. ", -. -.. :, ~, \.~ Unit Extension 3.0-t :3.0" :;" .. ~ ," 3.0 3.0 '~.O : ;.~ ··3~O 3;0 ... " '~:""~:';~"~~:~;!:? . Phasing .EWPerni: 02·· .. ·-·.":'~03· .... ~ ... :04 Excl. Left Thru'&'FU' "";'07' .:. ':08' .~ :·~J~~}::·:t?;· G = 20:0 G - G == G = G = 15.0 G ='70.0 G = -..... '8 = " . '. '. Timing Y = 5 Y : Y ::::. ,. Y = Y = 5 Y = 5· .. · Y = .. .. Y'= ." ~ .... '. .... " .: DUration. of Analysis (hrs = 0.25 . ... Cycle"L~ngth':Cc = "1'20 .. 0 ..... , .... " -;:.' ~ '''~1'''' Lane Group Capacity, Control Delay, and LOS Determination '''' .. ,. . . EB WB NB SB !Adj. flow rate 84 73 27 74 1490 5 2505 Lane group cap. 214 277 275 210 3110 210 3087 vIc ratio 0.39 0.26 0.10 0.35 0.48 0.02 0.81 Green ratio 0.17 0.17 0.17 0.13 0.58 0.13 0.58 Unif. delay d1 44.6 43.6 42.4 48.1 14.5 46.1 19.8 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.35 Increm. delay d2 1.2 0.5 0.2 1.0 0.1 0.0 1.7 PF factor 0.867 0.867 0.867 0.905 0.120 0.905 0.120 . - Control delay 39.8 38.3 36.9 44.5 1.9 41.7 4.1' Lane group LOS D ·0 ·0 D A ,'-',', ".D. ,.' A,~ -',/ '" . " . ~ . ~ ., Apprch. delay' 39.1 36.9· 3.9 ,4.2 I .. !Approach LOS o D A A Intersec. delay 5.6 Intersection LOS A HCS2000™ Copyright © 2000 University of Florida. All Rights Reserved Version 4.lf . ~', '. .' " " i' -• Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USA/ Intersection EL CAM/NO REAL@ ALGA RD. IAgency or Co. USA/ IArea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK IAnalysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR Volume (vph) 110 225 310 750 480 310 380 2576 565 130 1037 60 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 lActuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 5 5 · Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 , Ped/Bike/RTOR Volume 10 0 100 10 0 50 10 ,0 100 10 0 30 · Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12;:(i, 1~·O: 12.0 '12.0 Parking/G rade/Parking N N N IV Ai '" .. ,'N·:. N N 0 0 ·0 0 Parking/hr : ,'I . Bus, stops/hr 0 0 0 0 0 0 0 ',' .:0: .. , 0 0 " Unit,:Extension 3.0 3.0 3.0 3.0 3.0 .' .3.0· 3.0 ... 3.:0. 3.0 3.0 Phasi"-g, . :, Excl. Left WB Only Thru &·RT -04 .. " .·6xcl.·,L~ft ;. . " 'IN B;:O:8Jy(~ ):; ,thr.u,& RT 08 .. ',timY~~ .-G= 7.0 G = 21.5 G= 11.5 G= ,G:=,; $.0 : G. ='::30}j'·: :G= 32.0 <;3= '. . -. .. y= 5 y= 5 y= 5 y= y= .5 '. Y=:5'~ . y=c 5 y= · Duration 'of Analysis (hrs = 0.25 " Cycl~-,L,e,t;lgth G = 140.0 .-. . , Lane Group Capacity, Control Delay, and LOS Determinatio'n :",., ".'C' .. '.' EB WB NB SB Adj. flow rate 116 237 221 789 779 400 2712 489 137 1124 Lane group cap. 163 307 253 779 956 1000 2556 709 . ' 186 1215 vIc ratio 0.71 0.77 0.87 1.01 0.81 0.40 . 1.06 0.69 0.74 0.93 Green ratio 0.05 0.08 0.17 0.24 0.27 0.31 0.48 0,48 0.06 0.23 Unif. delay d1 65.5 63.0 56.2 53.3 47.7 38.3 36.5 28.4 65.0 52.8 Delay factor k 0.28 0.32 0.40 0.50 0.36 0.11 0.50 0.26 0.29 0.44 Inerem. delay d2 13.6 11.5 26.8 35.5 5.5 0.3 36.6 2.9 14.2 11.9 PF factor 0.965 0.940 0.859 0.790 0.752 0.704 0.388 0.388 0.960 0.802 Control delay 76.8 70.7 75.1 77.6 41.4 27.3 50.8 13.9 76.6 54.3 Lane group LOS E E E E 0 C 0 B E 0 l!\pprch. delay .. 73.6 59.6 43.2 ' .' . , .-' -. " 56,7 Ap'proach LOS " .. , . E E 0 E Intersec. delay 51.8 Intersection LOS 0 0/fX' ~ ~~ ,---.. ;. ,', " r ,~ " I • HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f .::IUUl L ftCPUl L SHORT REPORT General Information lSite Information !Analyst Intersection EL CAMINO REAL@ ALGA USA I RD. IAgency or Co. USAI !Area Type All other areas Date Performed 06124108 Wurisdiction CARLSBAD lTime Period 2030 AM PEAK !Analysis Year YEAR 2030 WITH PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR ~olume (vph) 110 225 310 750 480 310 380 2580 565 130 1045 60 % Heavyveh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 16.ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ,2.,0 2.0 2.0 IArrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 ~,O 3.0 " , ped/Bike/RTOR Volume 10 0 100 10 0 50 10 0 100 1.0 0 30',.: ." .. : I ,-,', Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12;0 12.0' 12.0,': ' " , .' ,. ~ ~ . ,~; :' Parking/Grade/Parking N 0 N N 0 N N 0 N N .. 6 .. " N .. Parking/hr , ' .. Bus stops/hr 0 0 0 0 0 ,0 '0 ' ,'0 0 0 " " " : ••• : " ", !-, Unit Extension ,3.0, " ',3.0:,~ , 3 . .0 3.0 3.0 3.0 3.,9, " ;:$;9." ,3.0', 3.6,: '::. ,:),.\. ... ~,.i·:>·'-,·~ ."', -J, ~ "., .' Phasing .. Excl.Left WB OnlY;' Thru,& RT 04 Excl. L~ft , ' NB"O'nl\(;" . TJlr.u·&~R.J ' ':':'~i q8~X; ~,},,;::. ' , ~,:'~: : :~:L:v~:~j1,1:;~ , ~.. , ~ ,~.. -, . G= 7.a G = 21.5 G= 11.5 G= G= 8.0 G =''30~tr'' 'G ~c"32.0,' : ;'G if f{ ,~',~:,~ ~ " ,Timing" y= 5 y= 5 Y=,5, ' y= Y=5 Y='5' , " Y='::~:" :,," , y:;r",~: :;~,:, Duration of Analysis (hrs = 0.25 , CvcleLenathC::; 0:140.0 '" '; ~,.:,::;'" Lane Group Capacity" Controt: Delav, and LOS Determination ,;" ,,---•• "1' ...... ", . ':" "":~' -',." " '''-'. ,~ '" -:. . " , ' " E8 WB NB SB IAdj. flow rate 116 237 221 789 779 400 2716 489 137 1132 Lane group cap. 163 307 253 779 956 1000 2556 709 189 1215 IV/c ratio 0.71 0.77 0.87 1.01 0.81 0040 1.06 0.69 0.74 0.93 Green ratio 0.05 0:08 0.17 0.24 0.27 0.31 0.48 0048 0.06 0.23 Unif. delay d1 65.5 63.0 56.2 53.3 47.7 38.3 36.5 28.4 65.0 52.9 Delay factor k 0.28 0.32 0040 0.50 0.36 0.11 0.50 0.26 0.29 ,0045 Increm. delay d2 13.6 11.5 26.8 35.5 5.5 0.3 37.2 2.9 14.2 12.8 PF factor 0.965 0.940 0.859 0.790 0.752 0.704 0.388 0,~88 0.960 0.802 .. Control delay 76.8 70.7 75.1 77.6 4104 27.3 51.4 13.9 76.6 55.'2 Lanegrol!P LOS, ' , ,E E E E 0 C P ,;8 ' ' f;" E ,-' .... " !APPfch. delay 73.6 59.6 43.6 ' , 57.0 -"r >-." . "', ~:.~ : --;-:',-;<.-' ,.,"" -.. ~ . lAPP roach LOS E E D E Intersec. delay 52.2 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights ReseIVed Version 4. If file:IIC:\Documents and Settings\SKab\Local Settings\Temp\s2k32D.tmp 6/24/2008 .'" .·r ... · ..• -!. . . -.-~ .... , .' .' "', .. '{ , " ,,' I " >." '"'-'~"I 'J>':'. ;':"j Page 1 of 1 "Q , ,,~' '70 Short Report SHORT REPORT General Information Site Information IAnalyst USAf Intersection EL CAMINO REAL@ ALGA RD. IAgency or Co. USAI Area Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK lAna lysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT NulT.l. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR ~olume (vph) 105 505 450 405 310 130 480 956 865 335 2224 120 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0,95 0,95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2,0 2.0 2,0 2.0 2.0 2.0 2.0 2,0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 !Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 100 10 0 60 10 .. 150 10 60 -. , 'Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 1,2,0 12.0 12.0 12.0 , ' Parking/Grade/Parking N 0 N N 0 N N " 0.' N N 0 N' --' Parking/hr , Bus stops/hr 0 0 0 0 0 O. D; 0 0 0 .. , .-- Unit Extension 3.0 3.0 3.0 3,0 3.Q 3:Q, .3~0 3.0 3.0 3.0 ., 1 "\ ':~,'~ .' \ :~. ;:1 ::, Phasing Excl. Left Thru & RT ,03 --, . ,: ··Q4' "-: : E*i;I.: Left, ,;ifhrlr&RT .. .0.7 '", : 08' , , Timing G = 19.0 G = 21.0 G=· G,= '"'' ,,"i " G' ~::22: 0 ., '8 =':,~5'8;0 G= , .G ,;'; .. , y= 5 y= 5 y= y= Y=4'5. Y=,5 y= y=. _ ... , ,", " '-~.\ ... : : '~~. .... ~ - " ~:;:. .." • I l .. ' . ,. .. , ,"' "'",,1- Duration of Analysis (hrs = 0.25 .. -' ,. Cycle.l,.~nQth C = 140.0 . . , . , Lane Group Capacity, Control Dela~, and LOS Determination . ' , . ' /' .,' ..; EB WB NB SB IAdj. flow rate 111 532 368 426 400 505 1006 753 353 2404 Lane group cap. 466 560 532 466 542 540 2213 927 540 2204 vIc ratio 0.24 0.95 0.69 0.91 0.74 0.94 0.45 0.81 0.65 1.09 Green ratio 0.14 0.15 0.34 0.14 0.15 0.16 0.41 0.59 0.16 0.41 Unif. delay d1 54.0 59.0 39.6 59.7 56.9 58.3 29.6 22.9 55.4 41.0 Delay factor k 0.11 0.46 0.26 0.43 0.30 0.45 0.11 0.35 0.23 0.50 Increm. delay d2 0.3 26.1 3.8 22.5 5.3 23.8 0.1 5.6 2.8 49.0 PF factor 0.895 0.882 0.652 0.895 0.88? 0.876 0.528 0.121 0.876 0.528 Control delay 48.6 78.1 29.7 76.0 55.5 74.9 15.8 8.3 51.4 70.7 Lane group LOS D E C E E E B , A D E IApprch. delay , 57.3 ,66.0 .. ',~, 26.5 -:." . " 68.2 lApp roach LOS E E C E Intersec. delay 52.6 Intersection LOS D HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, If Short Report SHORT REPORT General Information Site Information !Analyst Intersection EL CAMINO REAL@ ALGA USAI RD. !Agency or Co. USAI ~rea Type All other areas Date Performed 06124108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK lA.nalysis Year YEAR 2030 WITH PROJECT '. Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 2 1 2 2 0 2 3 1 2 3 0 Lane group L T R L TR L T R L TR [Volume (vph) 105 505 450 405 310 130 480 965 865 3~5 2230 120 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 D.95 b.95 0.95 0;95 Actuated (PIA) A A A A A A A A A A A 'A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 [Arrival type 5 5 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR. Volume 10 0 100 10 0 60 1"0 150 . _ 1-0· ; t ~ < 6Q' Lane Width 12.0 . . 12.0 12.0 12.0 12.0 12.0 12.0 1.2.0 1.2:0:-l2.Q' . ' . , .. Parking/Grad~/Parking N 0 N N 0 N N () N . N· .0 N Parking/hr .. Bl;IS.stops/hr 0 0 0 0 9 0 0 . 0 c o· . :0 :.< " - . l!riit~)(tE?.r:rsiqn; .. : . . $.0: 3.0 3.0 3.0 3.0: 3:0 l. 3:(.1': ~ :,3J;) ;i :3.;0·· .. ·,.$~:O ,. < ' ,t _~I~~ ; ,. , ,. ;-' ~ ,::. - :'; PhaSIng: . .. 'Ex,cl::'left .Thru& RT 03 '04 . Excl. Left:· rl;J.ru.&.:RT. . '''. t6:t~·~;:·,~ .1.:-;:" ·.~.b'8; ... ,.;.':;:c. .. I·~'"" . , .. ! .. , ... G ":;"19.0 G = 21.0 G= G= G= 22.0 G= 58.'0' G=: .. ": ·G= .. .. ." "Timimg .. . . , .. . .. y;=;' !S"'. ... Y= 5 y= . y= y= 5 .. Y : .. 5''' ...... y::~": '~ "Y"=" ,'. "-,', ... " , Duration 'ofAnalvsi's "(h(s = 0.25. CYCle,.l:e.nritb C:?.·1!4·Q;c·O::":.·~ . :' .. ~ :':;' Lane Group Capacity, Control Delay, and LOS Determination .. EB WB NB SB !Adj. flow rate 111 532 368 426 400 505 1016 753 353 2410 Lane group cap. 466 560 532 466 542 540 2213 927 540 2204 vic ratio 0.24 0.95 0.69 0.91 0.74 0.94 0.46 0.81 . 0 . .65 1.09 Green ratio 0.14 0.15 0.34 0.14 0.15 0.16 0.41 0.59 0.16 0.41 .. Unif. delay d1 54.0 59.0 39.6 59.7 56.9 58.3 29.7 22.9 55.4 41.0 .. Delay factor k 0.11 0.46 0.26 0.43 0.30 0.45 0.11 0.35 0.23 0.50 Increm. delay d2 0.3 26.1 3.8 22.5 5.3 23.8 0.2 5.6 ·2.8 50.1 PF factor 0.895 0.882 0.652 0.895 0.882 0.876 0.528 0.121 0.876 0.528 .. Control delay 48.6 78:1 29.7 76.0 55.5 74.9 15.8 8:3 51.4 71.8 La-ne groop LOS 0 E C E E E B" ,. ;·A·.·· '0" E' IAp:pfbh: 'deJay .. 57.3 . . .. . . '66.'0 . '.26.5 ............ " ...... ,< • t --'.-" '69:'1" , ... ~ . -~ lAPP roach LOS E E C E Intersec. delay 52,9 Intersection LOS 0 HCS2000™ Copyright t\:! 2000 University of Florida, All Rights Reserved Version 4.lf ," . . '. , .. , . Short Report Page 1 of 1 V·,\-J\ . SHORT REPORT 'S"D tJ~ General Information Site Information IAnalyst USA/ Intersection AMBROSIA LN.@AVIARA PKWY. IAgency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L' TR L TR LTR LTR , . ~olume (vph) 20 425 5 10 700 45 10 5 10 52 5 10 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 0.95 Actuated (P/A) A A A A A A A A A P A A Startup lost time 2.0 2.0 2.0 2.0 2.0 .2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 ~rrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 ,3.0 , Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 0 0 10 0 0 Lane Width 12.0 12.0 12.0 ,12,0 12.0 ,12:0 '-', Parking/Grade/Parking N 0 N N 0 N N 0 N N · .. 0 N Parking/hr Bus stops/hr 0 0 0' 0' .. 0 0 . . , .'. ',' Unit Extension 3.0 3.0 , , ~·9: . '3.0 3.0 , . 3.0 l " , Phasing Excl. Left Thru & RT ,'03',' :',-'" '.: '04':,:.' ··;NB~~nly. , SB Only, .. '.Q7,:' ':, ,;:' 'O8.:~:.:: ".. _ .. . :t"';,; r • G= 10.0 G = 50.-0 G=' ,"G';'::: ," ;G =.,: to. 0 G = 20.0 G::' " " ,:8= ' ~ :.' , , . " Timing > -:. y= 5 y= 5 y= Y,= ' . Y·=:5 ,Y= 5 Y= ;, y =. . " ., " -'" .. , , Duration of Analysis (hrs) = 0.25 .. ' . , . ' . '~ .. , " ~~ .. ~ . Cycle Length C = ,1-10.,0, ' , . ,', . Lane GrollQ. Ca~acitY'; Control Delay, and' LOS: Deterrhination ' ". , ~ -. , ~ ';. ~ -~, ~> EB WB NB SB Adj. flow rate 21 452 11 784 27 71 Lane group cap. 152 1694 152 1680 161 331 vIc ratio 0.14 0.27 0.07 0.47 0.17 0.21 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 46.0 18.6 45.8 20.8 46.2 38.3 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.4 0.1 0.2 0.2 0.5 0.3 PF factor 0.933 0.444 0.933 0.444 0.933 0.852 Control delay 43.4 8.4 42.9 9.4 ' 43.6 33.0 Lane group LOS 0 A 0 A D C. .. , -Apptth. oelay 9.9 ' , , , '9.9' 43.6 33.0 .. -. ,,-. -.'. " Approach LOS A A 0 C Intersec. delay 11.8 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version4.lf t,." ' Page 1 of 1 j)c- \)\~ Short Report ~---------------------S-H-O-R-T-R-E-P-O-R-T-----------------------~ ~G~e~n~er~a~I~ln~ro~r~m~a~ti~o~n ______________________ rS~it~e~ln~f_o~rm_a~t~io~n~~~~~~~~~ ______ ~~)~ AMBROSIA LN.@AVIARA 1\nalyst Agency or Co. Date Performed !Time Period USAI USAf 06130108 2030 AM PEAK Volume and Timing Input EB LT TH Num. of Lanes 1 2 Lane group L TR Volume Jvph)_ 20 425 % Heavy veh 2 2 PHF 0.95 0.95 \l\ctuated (PIA) A A Startup lost time 2.0 2.0 Ext. effgreen 2.0 2.0 IArrival type 5 5 Unit Extension' 3.0 3.0 Ped/Bike/RTORVolume 10 0 Lane Widtli . . , 12.0 12.0 Parking/GradeiParking N 0 Parkin'g/hr .. Bus stops/hr" 0 0 RT LT o 1 L 5 10 2 2 0.95 0.95 A A 2.0 2.0 5 3.0 o 10 12.0 N N 0 PKWY. Intersection fArea Type Jurisdiction Analysis Year All other areas CARLSBAD YEAR 2030 WITH PROJECT WB NB TH RT LT TH RT LT 2 o 0 1 0 0 TR LTR 700 50 10 5 10 60 2 222 2 2 0.95 0.95 0.95 0.95 0.95 0.95 A A A A A A 2.0 2.0 2.0 2.0 5 5 SB TH 1 LTR 5 2 0.95 A 2.0 2.0 5 3.0 3.0 3.0 0 o 12.0 0 N --... 0 o .... .-, ' .! o Unit)=xterl~I6:n,: 3.0 3.0 3.0 3.0 ;$,,0 ':. ~·'::~~:\~.i '~,;,' .. :' 3./)'0 .. ' RT 0 10 2 0.95 A .Pha:S:ihg':';: 'ExcLti3ff 'Thru & RT 03 . 04 . NB· Orily SB~:OijlY:;:':'''' '~"~rrt;:::'i"-:' ,??~~~'0,e'.· T"« .-.' (3;::'10:0 G= 50.0 G=G=' G= 10.0 . G=·2(t(r~·'G.'#;·",~:~·::;'.I,;·'·· ':$''':::\:'::'' . Imll')g y= 5 Y= 5 y= y= y.= ,5 Y= 5' ';. Y'=',,~"'::i "y=.··,· .. . buratio~iofAnalysis' (hrs) = o. 25 Cycl~::Le,'ngtb .G;·#'· :A:1Q:.O·;.;·: f' ' ...• Lane'(3rou~ Ca,Pacitv, Control Delay~ and LOS DeterminatIon .,.-...... , .;, .. ,. ...... ,'"" :.C' :v .. ·""c,·> EB WB NB SB 21 452 lAdj. flow rate 27 11 790 79 152 1694 152 1679 331 vIc ratio 0.14 0.27 0.07 0.47 0.17 0.24 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 46.0 18.6 45.8 20.8 46.2 38.5 Delay factor k 0,11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.4 0.1 0.2 0.2 0.5 '. 0.4 PF factor 0.933 0.444 0.933 0.444 0.933 0.852 C~, " .' Control delay 43.4 8.4 42.9 9.5 33.2 Lane group LOS D A D A C , , 33.2 ': 9.9 9.9 .. ~. ',:" .,-43:6 .. ".· ',. :' lApp roach LOS A A D C Intersec. delay 11.9 Intersection LOS B .. HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4. If Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst USAI Intersection AMBROSIA LN.@AVIARA PKWY. Agency or Co. USAI Area Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Lane group L TR L TR LTR LTR Volume (vph) 15 900 5 30 705 120 5 5 15 74 5 15 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/Al A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 lA.rrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 '0 10 0 0 10 0 0 10 ,,0 0 . " , ' Lane Width 12.0 12.0 12.0 12.0 ' 12.0 , , 12.0 Parking/Grade/Parking N 0 N N '0 N N 0 ,N N 0 N' «, , ' Parking/hr " Bus stops/hr ' 0 0 0 0 0 0 , , ' ' , . , Unit Extension 3.0 3.0 3.0 ,3.0 3.0 ' ".' ,-3.0 . ' , ' : Phasing Excl. 'left Thru & RT" " '03' ',;". ' ' ~' 04~:/:". : NB Only SB.'bnl~:. ' ',,~ Q7. ';';:" ':;::; Oft ",';:. ;, G= 1'0.0 ' G = 50.0 G= ;. " ., ' G'::: : G= 10.0 G = 20.Q G:::, . G,:;:,. ' '. t Timing , , . y= 5 y= ,5 , y= " ,y= ,y= 5 Y=5 .. , Y=: y= ' -... ___ .~,._··",c, ~.·"·~~.~-7 .t· .. f>j " ... :"'('.:t~ '. ",.~ "':1 '. " >:) !':' ':l~:' : ;.: .. ', ,Duration of Analysis (hrs) = 0.25 Cycle Le,mgth C =, 110;0, . ," ': " .~~~ ... Lane Grou~ Capacit\f, Control Delay, 'and LOS'Determination . " , " ". ' ' ",' ~ ... ." '. .v. .. , . ) _ _. EB WB NB SB ~dj. flow rate 16 952 32 868 26 99 Lane group cap. 152 1695 152 1657 158 330 vic ratio 0.11 0.56 0.21 0.52 0.16 0.30 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 45.9 22,0 46.3 21.5 46.1 38.9 Delay factor k 0.11 0,16 0.11 0.13 0.11 0.11 Increm. delay d2 0.3 0.4 0.7 0.3 0.5 0.5 PF factor 0.933 0.444 0.933 0.444 0.933 0.'852 Control delay 43.1 10.2 43.9 9.9 43.6 33.7 ,. Lane group LOS D B D A D C , , :--:--.... Apprch. delay 10.7 11.1 43.6 . , 33.7, , . Approach LOS B B D" " ,C . Intersec, delay 12.5 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4, If ,: ' " Short Report Page 1 of 1 (') }\~ r-----------~~~~~---------__r"{(7j,J SHORT REPORT General Information Site Information \jJ\{ ~~~~~~~----------------------~In-te-r-se-c-ti-on--~-A~M~B~R~O~S~/A~LN~.@~A~~~A~R~A~----~ Analyst USAf PKWy. Agency or Co. USAf IArea Type All other areas Date Performed 06130108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK 1Analysis Year YEAR 2030 WITH ("'" PROJECT Volume and Timing Input EB WB NB SI3 LT TH RT LT TH RT LT, TH RT LT TH RT Num. of Lanes 1 2 a 1 2 a a 1 a 0 1 a Lane group L TR L TR LTR LTR Volume (vph) 15 900 5 30 705 130 5 5 15 80 5 15 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0:95 0.95 IActuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 ' l?~d/Bike/B.TORVolume 10 a o 10 a a 10 '0;;',',' ;;"'.0 '~: ' :. ,;fa ~'\ ,,a" a ~ane'SNidth ' 12.0 12.0 -H __ • , ... '1,io 12.0 12.0 12:,0-:;: '. -,' ;.-. ;,'. " .. Parking/Grade/Parking N a N N a N N 0 ";, :N :N' ,,0 N Parking/hr ' . " ' " , B~s stops/hr \ a a a a 'a '. ", , , a ;::-,. Phasfr.i'g ~,<::, .EXcl.Left Thru & RT 03 ' 04' .. N'BGit,ly' ·S.B;:Oi.iltt;·:, ': ,. '/o'if:'::,i :f:": 08 T": .. ~'... G':: 10.0 G = 50.0 G = G = ' G:= 10.9 G =::::20.0. ',' ,:<5 ~': ,~~ ... -: G·: , ·Imlng'. ',1 Y = "5 ' Y = 5 Y = Y = Y =' 5 Y =' S' . ",' Y -= ..' y = Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 16 952 32 879 26 105 Lane group cap. 152 1695 152 1655 158 331 vic ratio 0.11 0,56 0.21 0.53 0.16 0.32 Green ratio 0.09 0.45 0.09 0.45 0.09 0.18 Unif. delay d1 45.9 22.0 46.3 21.6 46.1 39.1 Delay factor k 0.11 0.16 0.11 0.13 0.11 0.11 ,Increm. delay d2 0.3 0.4 0.7 0.3 0.5 0.6 PF factor 0.933 0.444 0.933 0.444 0.933 0.85~ - . Control delay 43.1 10.2 43.9 9.9 ' 43.6 33.8 , l:ane'@roup LOS D B D ·A -" f). >" " C .' ~ppn::h. delay 10.7 11.1,,,"' , . 43:6, 33.8 Approach LOS B B D C Intersec. delay 12.5 Intersection LOS B HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f HCS2000: Unsignalized Intersections Release 4.1f \s/p<" _______________________ TWO-·WAY STOP CONTROL SUMMARY ________________ -------~~-9~~~ ~~ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: AM PEAK HOUR Intersection: AMBROSIA LN./PROJECT DWY. Jurisdiction: CARl,S BAD Units: U. S. customary Analysis Year: YEAR 2030 Project ID: AVIARA East/West Street: APARTMENT DRIVEWAY North/South Street: AMBROSIA LANE Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments ~.---~--~--~~----~ -=-~~~~---------------Major Street: Approach Eastbound Westbound Movement 1 2 3 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upst.ream signal? Mirior street: Approach Movement L T R Undivided No : Northb'o'uhd 7 8 .. · 9 .. / 4 5 6 L T R 3 22 0.95 0.9.5 3 23 0 No 1 1 L R No Southbound' 10 ll12 . . . ': ;::. ! :. . . :(-' ... '~'~':5~~; '{' --:-:----'-.= .. "'-,------'-----------'--'"-~---:=-=------,------=---,-----,-~-~---'----,--~. '<I.. .. -~" ...... "'-" " ••• ~>: . . -L :-. , .. T: ........ :.:. .):\ L ',·R, .. " "! Volume.' '74' 1 5 72 Peak H~u~ Fact6r, PHF 6:95 0.95 0.~5 ~.95· Hourly 'Flow Rate, HFR .,."-... ' --:-77 1 5 75 Percent Heavy Vehicles . """""'''.0'''' 0 00 :: . " Percent Grade (%) 0 D Flared Approach: Exists?/Storage No / / Lanes 1 0 o 1 Configuration TR LT Delay, Queue Length, and Level of Service ~---~--------~--~~-~-----Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 Lane Config v (vph) C (m) (vph) vic 95% queue length Control 'Delay L'OS - Approach Delay Approach LOS L 3 1636 0.00 0.01 7.2 · .... A·" TR 78 868 0.09 0.30 9.6 A LT 80 891 0.09 0.30 . 9.4 A 9.4· A 12 ,~ .... -';-' ',' HCS2000: Unsignalized Intersections Release 4.1f _______________________ TWO-WAY STOP CONTROL SUMMARY __________________________ _ r/·Q \""7 0 ~ Analyst: USAI Agency/Co.: USAI Date Performed: 6/24/2008 Analysis Time Period: PM PEAK HOUR Intersection: AMBROSIA LN./PROJECT DWY. Jurisdiction: CARLSBAD units: U. S. customary Analysis Year: YEAR 2030 Project ID: AVIARA East/West Street: APARTMENT DRIVEWAY North/South Street: AMBROSIA LANE Intersection Orientation: EW Study period (hrs)! 0.25 Vehicle --~--~--~-----------Major Street: Approach Volumes and Eastbound 2 Adjustments-=~77----~--------~--~ Westbound Movement 1 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Cha,nn~l.ized? , Lane's Conflgur,ation Upstream Signal? Minor S,treet: L T Undivided No Northbound 3 R Approach Movement 7 f;l 9 L T R -Volume. "'" Peak Hour Factor, PHF' . '.,. ,"," ·~ourly. FI.ow Rate, HFR pe;rcenf'I.'Iteavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 147 0.95 154 0 0 1 ~ 0.95 3 0 No 0 TR / / 4 L 1 0.95 1 o ;1. ·L. 5 T No 6 R 9 0.95 9 . No .. . ',1 ·R southbound 10 " :n 12 L: . ,. ''1'''' .;' ., . R 22 " :" 0.95 23. o .. o , .99:' 0'.95 .-', . ..,; .... "10:4 "'6'" o 1 LT / Delay, Queue Length, and Level of Service A~-p-p-r-o-a-c~h----------EB WB Northbound ~S~o-u~t7h7b~o-u-n-d~-------- Movement 1 4 7 8 9 10 11 Lane config v (vph) C (m) (vph) vic 95% queue length Control Delay LOS· .. · . '. Approach Delay Approach LOS L 1 1636 0.00 0.00 7.2 A TR 157 890 0.18. 0.64 .9.9 A LT 127 875 0.15 0.51 9.8 A·,· 9.8 A 12 f',. Short Report Page 1 of 1 ft.... \b·r-r ~/() tl~ SHORT REPORT General Information Site Information lA.nalyst USAf Intersection EL CAMINO REAL@ DOVE LANE Agency or Co. USAf Area Type All other areas Date Performed 06123108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH· RT LT TH RT Num. of Lanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vphl 75 10 20 60 15 65 35 2951 10 45 1147 70 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 . ~ctuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. !=Ireen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 0 10 0 0 10 .0 0 10 -0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.·0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N .' 0 N Parking/hr - Bus stops/hr 0 0 0 . o· .. 0 ·0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3 ... .0 3.0 3.0 3.0 ; , .. Phasing Excl. Left Thru & RT 03 04· ExcL Left· : Thru~& RT ;07,': .. ", 08' , <-' • ',", . Timing G = 10.0 G = 10.0 G= G= -.. ~ ,G ,:::' 1.0.0 -G = 60.0 G= . 'G= :." ; y= 5 y= 5 y= y= . y= 5 y= 5 y= y=' .. '. ,f ::, • ... -. Duration of Analysis (hrs = 0.25 .. . .. .. Cycle Le.ngth C =. 41@.0 'J': . .. Lane Group Capacity, Control Dela~, and LOS Determination .' EB WB NB' SB ~dj, flow rate 79 32 63 84 37 3117 47 1281 Lane group cap. 152 157 152 152 152 2912 152 2887 vIc ratio 0.52 0.20 0.41 0.55 0.24 1.07 0.31 0.44 Green ratio 0.09 0.09 0.09 0.09 0.09 0.55 0.09 0.55 Unif. delay d1 47.7 46.3 47.2 47.9 46.5 25.0 46.8 15.0 Delay factor k 0.13 0.11 0.11 0.15 0.11 0.50 0.11 0.11 Increm. delay d2 3.2 0.6 1.8 4.3 0.8 39.3 1.2 0.1 PF factor 0.933 0.933 0.933 0.933 0.933 0.248 0.933 0.200 Control delay 47.7 43.9 . 45.9 49.0 44.2 45.5 44.8 3.1 Lane group LOS D D D D D 0 D A .. : ;.;' :' •. ,.<." Nlprch. delay 46.6 47.7 45.4"', 4.6 .. . . ~pproach LOS D D D A Intersec. delay 34.1 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 f Short Report SHORT REPORT General Information Site Information It\nalyst Intersection EL CAMINO REAL@ DOVE USAI LANE Agency or Co. USAI IArea Type All other areas Date Performed 06123108 Jurisdiction CARLSBAD Time Period 2030 AM PEAK Analysis Year YEAR 2030. WITH PROJECT Volume and Timing Input EB WB NB SB LT TH 'RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 a 1 1 0 1 3 a 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 79 10 20 60 15 65 35 2955 10. 45 . 1155 77 % Heavy.veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0..95 0.95 0.95 0.95 0.95 0.95 0.95 0..95 0.95 0.95 0..95 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0. 2.0 2.0 2.0. 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0. 2.0 Arrival type 5 5 5 5 5 5 5 5 U nit Extension 3.0 3.0. 3.0 3.0. 3.0 3.0 3.0 3.0 Ped/Bike/~TOR Volume 10 0 0 10 a 0 10 a 0< AO,. > : Ji .-0.;' Lane Width " 12.0 12.0. 12.0 12.0. 12.0 12:0,· , ... l2.0,. ·12.Q Parking/Grade/Parking N 0 N N a N N 0 N~ N .. . '0. N Parking/hr . . , . Bus stops/hr . ----o ~'. '~:6 .. ' a a a a 0 0 .. , ~ .~.-' . Unit Extension: " .:.3.(jJ~~ . :3.0:. 3.0 3.0 3.0 3.0. .. 3.0 3.0, . r '. ',-,;~: ' t • Phasing . ... :'Excl .. · Left Thru'& RT 03 04 'ExCl:. Left Thru'&,:RT:' '" ,:,; 0;:7',:-,.:. f; ;":::',:08,,:,, i' : "G =-,10..0 G= 10.0 G= G= G=:1a.0 ·13=, 60.0.'· G" d It_ : ~.t!'\ ~:;', .. ~ =i.:. ; : Timing} '" " y= y= 5 y= y= y= '5 y'='5 ' ' :.. ~ y:::::; .... : S(::,F , .. 5 . Dt;tration of Analy.sis(hrs' = 0.25 C)lcie:Len'gth E'ii:,:s.4fe:.a :;:~: T·:. ' , Lane Group Capacity, Control Dela} , and LOS Determination ;,--, . EB WB NB SB Adj, flow rate 83 32 63 84 37 3122 47 1297 Lane group cap. 152 157 152 152 152 2912 152 2884 vIc ratio 0.55 0.20 0..41 0..55 0..24 1.0.7 0.31 0.45 Green ratio 0.09 0.09 0.09 0.09 0.09 0.55 0.09 0..55 Unif. delay d1 47.8 46.3 47.2 47.9 46.5 25.0 46.8 15.1 Delay factor k 0.15 0.11 0.11 0.15 0.11 0.50 0..11 0.11 Increm, delay d2 4.1 0.6 1.8 4.3 0.8 39;9 1.2 0..1 PF factor 0.933 0..933 0..933 0..933 0.933 0..25'1 . 0..933 0.20.0 , . . ' Control delay 48.7 43.9 45.9 49.0 44.2 46;2 . --44.8 3.1 .. . A' LC!ne.group LOS D D D D D '," D_ .'.. '"" , ,! '.0, '. ~pprcf.l .. delay , . .. 47.4 47.7 . . 46.2", • .. .. ", 4 . .6 '" . , . , APiJroach LOS D 0 0 A lntersec. delay 34.5 Intersection LOS C HCS2000™ Copyright © 2000 University of Florida, All Rights Reserved Version 4.1f Short Report SHORT REPORT General Information Site Information Analyst USA I Intersection EL CAMINO REAL@ DOVE LANE fAgency or Co. USAI Area Type All other areas Date Performed 06123108 Jurisdiction CARLSBAD Time Period 2030 PM PEAK Analysis Year YEAR 2030 NO PROJECT Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. ofLanes 1 1 0 1 1 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR !yolume (vph) 170 25 100 80 25 80 15 1131 45 85 2499 225 % Heavy veh 2 2 2 2 2 2 2 2 2 2 2 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 5 5 5 5 5 5 5 5 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 10 0 O. 10. 0 0 10 0 0 10 0 0 Lane Width 12.0 12.0 .. 12.0 ; 12~0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N ·N 0 N Parking/hr .. Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing . ExcL Left Thru & RT .03. " .~ .. ' .ci4:~.-.. ·<, .. Exci.:Left Thru &RJ .. ; 0.1.,:; . . "., :'0.8:,' .. ~ . , ,"" Timing G= 15.0 . G = 1.Q.0 G= . ,,' ~ -G.= :. ': ~G·;;::1.0.0 G = 55.0 G::;';.--':' . :8='.,':, . ': .. ' Y= 5 y= 5 Y=, Y';;',::. , Y=,5. Y= 5 y= .. V=. .-.. .. , . Duration of Analysis (hrs = 0.25 C)'cle Length,C = .110 .. 0 . .. , . .. Lane GrouJ!Capacity, Control Delay, :and L0S,~Deter.mination > . EB WB NB SB ~dj. flow rate 179 131 84 110 16 1238 89 2868 Lane group cap. 229 153 229 154 152 2655 152 2636 vic ratio 0.78 0.86 0.37 0.71 0.11 0.47 0.59 1.09 Green ratio 0.14 0.09 0.14 0.09 0.09 0.50 0.09 0.50 U nif. delay d 1 45.9 49.3 43.2 48.6 45.9 17.9 48.0 27.5 Delay factor k 0.33 0.39 0.11 0.28 0.11 0.11 0.18 0.50 Increm. delay d2 16.0 35.2 1.0 14.6 0.3 0.1 5.1 46.8 PF factor 0.895 0.933 0.895 0.933 0.933 0.333 0.933 0.333 Control delay 57.0 81.2 39.6 59.9 43.1 6.1 50.5 55.9. Lane group LOS E F D E D A D. E " ' .. 51.1 .. ',' A .. ' Apprch. delay 67.3 6.6 55.8 ' . . . Approach LOS E D A E I ntersec. delay 43.2 Intersection LOS D HCS2000™ Copyright Ii:> 2000 University of Florida. All Rights Reserved Version 4.1 f '., -;.~: .. ' . ... . ~ ..... ,~ . .... ' " ~,~::-. ~'. " : ..... '~-:' Page 1 of 1 ~ ~ Short Report '\ '1.-10 ~--------------------------------------------------------~------------~ SHORT REPORT 0 ..j:)'" General Information ~nalyst lAgency or Co. Date Performed Time Period USA I USA I 06123108 2030 PM PEAK Volume and Timing Input EB LT TH Num. of Lanes 1 1 Lane group L TR Volume (vphl 180 25 % Heavy veh 2 2 PHF 0.95 0.95 ~ctuated (PIA) A A Startup lost time 2.0 2.0 Ext. eff. green 2.0 2.0 Arrival type 5 5 Unit Extension 3.0 3.0 Ped/BikehRTPR Volume 10 0 Lan~"Wfdth', : ' , 12.0 12.0 Parking/Grad~/Parking N 0 Parking/hr Bus stops/hr . 0 0 RT o 100 2 0.95 A o N Site Information LT 1 L 80 2 0.95 A 2.0 2.0 5 3.0 10 12.0 N Intersection Area Type Jurisdiction Analysis Year WB TH RT 1 o TR 25 80 2 2 0.95 0.95 A A 2.0 2.0 5 3.0 0 o 12.0 0 N o 0 EL CAMINO REAL@DOVE LANE All other areas CARLSBAD YEAR 2030 WITH PROJECT NB SB LT TH RT LT TH 1 3 0 1 3 L TR L TR 15 1140 45 85 2505 2 2 2 2 2 0.95 0.95 Q.95 0.95 0.95 A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 5 5 5 5 3.0 3 .. 0 '£'3. () , 3.0 10 0 ' , '.",0.' :.:,: :.,10 o· 12.0 12,0'· . :: :j "~ ,::~ ; 1i'O, 12:0 ' N 0 "', No"" "N ,0 , , , " 0 ' (f). ; "',' ~' =~ \~;~ -0' " '0 ',' RT o 231 2 0.95 A o N : Phasing'~ ,,':; "ExtttefLThru & RT 03 '04' , "'Ext!." teft , Th'ru'.:& R:r:::" ;07,;x,,;':; ;"; ,,,:':08, ' .: .. -; : ·'G·= 15 . .0 G = 10.0 G = G = ,G = 10.0 G =, 55~,Q':' 'G:,=, .~. ;,. ':'5 'G ¥" ·Timmg '." "y= 5 Y= 5 Y= Y= Y=5' Y=5" " y=', ,,'.,' y,= . . ' .. , ', .. ,~D=u=(a=li===0=i=n·;:;:bf='A:i;:n='a=Jy,:=~s=is=(=lhr~s=)===0==.2=5=~~=:====~~::::=-.:~===::-'=' ==c=~y=(c:i:?'Ii3=~:L=e;='.iis;i;':r t='h~'6;:';~~"":==~'i~'1:'#=1,e;':i;=O'=;:'==--=;' '~==f Lane Group Capacity, Control Delay, and LOS Determination .' , ' ',:.:: ,., ':,' EB WB NB SB [Adj. flow rate 189 131 84 110 16 1247 89 ·288'0 Lane group cap. 229 153 229 154 152 2655 152 2635 vic ratio 0.83 0.86 0.37 0.71 0.11 0.47 0.59 1.09 Green ratio 0.14 0.09 0.14 0.09 0.09 0.50 0.09 0.50 Unif. delay d1 46.2 49.3 43.2 48.6 45.9 18.0 48.0 27.5 Delay factor k 0,36 0.39 0.11 0.28 0.11 0.11 ' 0.18 :0.50 Increm. delay d2 21.3 35.2 1.0 14,6 0.3 Q.1 5.7 48.7 PF facfor 0,895 0.933 0.895 0.933 0.933 0.333 0.933 0.333 Control delay, ,62.6 81.2 39.6 59.9 43.1 ,6.1 50.5 57.9 Lane:group LOS E F D E -0 A" \ -'. \ : .f).-E Apprch; delay 70,2 ',51.1. ... 6.6 ':; ;'."; 5-7. 7 ~ Approach LOS E D A E Intersec. delay 44.7 Intersection LOS D HCS2000™ Copyiight © 2000 University of Florida. All Rights Reserved Version 4,lf