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Home My WebLink AboutCT 04-10A; POINSETTIA PLACE; TRAFFIC IMPACT ANALYSIS; DWG 469-5; 2006-12-11TRAFFIC IMPACT ANALYSIS POINSETTIA PLACE Carlsbad, California December 11, 2006 LINSCOTT LAW & GREENSPAN engineers Engineers & Planners Traffic Transportation Parking -• • • -• 1111 • -• !1111111 llill -• -• .. II 1111 • -• -.. ,.. --... --- ---- Prepared by: Jose R Nunez Jr Transportation Planner II TRAFFIC IMPACT ANALYSIS POINSETTIA PLACE Carlsbad, California December 11, 2006 LLG Ref. 3-04-1395 Under the Supervision of.' John Boarman Principal LI NS COTT LAW & GREENSPAN engineers URSGott.titw & Gruunspiill, Engineel'$ 4542 lluffiier Street Suite tOll San DieQo, CA.~2111 asuoa;uoo r 858.300:8810 F WV1M1-llgengin11ers.corn -• -• -• -• -• -• -• - TABLE OF CONTENTS SECTION PAGE 1.0 Introduction............................................................................................................................. 1 2.0 Project Description I Study Area........................................................................................... 2 2.1 Project Description........................................................................................................... 2 2.2 Project Access.................................................................................................................. 2 3.0 Existing Conditions ................................................................................................................. 3 3.1 Existing Street System..................................................................................................... 3 3.2 Existing Traffic Volwnes ................................................................................................. 4 3.3 Study Area ........................................................................................................................ 4 4.0 Analysis Approach and Methodology-................................................................................... 6 4.1 Analysis Approach........................................................................................................... 6 4.2 Analysis Methodology..................................................................................................... 6 4.2.1 Signalized Intersections....................................................................................... 6 4.2.2 Street Segments .. ............ .... ... . . ...... ... .. . .. .... ... . . . . . ..... .. .. .. . ... . . ........ ................. ... . . . .. 7 • 5.0 Project Traffic.......................................................................................................................... 8 5 .1 Trip Generation................................................................................................................ 8 • 5.2 Trip Distribution............................................................................................................... 8 • 5.3 Trip Assignment............................................................................................................... 8 • 6.0 Significance Criteria................................................................................................................ 9 • 7.0 Cumulative Projects Traffic................................................................................................... 10 -7.1 Description of Projects ..................................................................................................... 10 .. 8.0 Near-Term Analysis ................................................................................................................ 12 -8.1 Existing Operations .......................................................................................................... 12 .. 8.1.1 Signalized Intersections ....................................................................................... 12 8.1.2 Unsignalized Intersections ................................................................................... 12 -8.2 Existing+ Project Operations .......................................................................................... 12 -8.2.1 Signalized Intersections ....................................................................................... 12 8.2.2 Unsignalized Intersections ................................................................................... 12 -8.3 Existing+ Project + Cwnulative Projects Operations .................................................... 12 -8.3.1 Signalized Intersections ....................................................................................... 12 8.3.2 Unsignalized Intersections ................................................................................... 12 -9.0 Year 2030 Analysis .................................................................................................................. 15 - --- LINSCOTI, LAW & GREENSPAN, engineers LLG Ref. 3-04-1395 Poinsettia Place N.\ 1395-Ub"\Text\ 1395-06.doc 1111' Ill ... - • -• -1111 • -• -• • - ------- - --- 10.0 Accident Analysis .................................................................................................................... 18 10.1 Project Access ........................................................... , ...................................................... 18 10.2 El Camino Real I Cassia Road Queue Analysis . . . . . . . . ........ ... . . . . . .. . ... . . . . .... .. . . .......... .. . . . . . . . . 19 10.3 Vehicular Accident Data................................................................................................. 19 11.0 Conclusions .................................................................................................................... ~ ........ 21 LINSCOn, LAW & GREENSPAN, engineers ii LLG Ref. 3-04-1395 Poinsettia Place N: \ 139.5-0b\T .:xt\ 1395-06.doc • • -• • • • • • • • • • II • .. • • -• -.. -.. -- --- --- APPENDICES APPENDIX A . B. C . D . E. F . Manual Peak Hour and ADT Traffic Volume sheets Intersection Level of Service Analysis sheets Cumulative Projects Traffic Data Year 2030 Traffic Data Project Driveway Analysis Sheets El Camino Real I Cassia Road Intersection Queue Analysis & Traffic Accident Data LIST OF FIGURES SECTION-FIGURE# FOLLOWING PAGE 1-1 Vicinity Map .......................... '................................................................................................. 1 1-2 Project Area Map ................................................................................................................... 1 2-1 Site Plan ..... . .. ... . . . . . ...... .. . .. . . . . . . . ...... . . . . .... . ... ... .. .............. ...... . . .. .... . .. ........... ..... ... . . . ............... .... 2 3-1 Existing Conditions Diagrrun................................................................................................. 5 3-2 Existing Traffic Volumes....................................................................................................... 5 5-1 Regional Traffic Distribution................................................................................................. 8 5-1 Project Traffic Volumes......................................................................................................... 8 5-2 5-3. Existing+ Project Traffic Volumes....................................................................................... 8 Existing+ Project Traffic Volumes....................................................................................... 8 7-1 Total Cumulative Traffic Volumes ........................................................................................ 11 7-2 Existing+ Project+ Cumulative Projects Traffic Volumes .................................................. 11 9-1 Year 2030 Traffic Volumes ................................................................................................... 17 LINSCOTI, LAW & GREENSPAN, engineers iii LLG Ref. 3,04-1395 Poinsettia Place N:\ l J~)5-06\ l'cxt\139S-06.doc .. • • -• -• -• • .. • -• Ill -• -• -.. --- ... -.... - LIST OF TABLES SECTION-TABLE #PAGE 3-1 Existing ADT Volumes.......................................................................................................... 5 5-1 Project Trip Generation.......................................................................................................... 8 8-1 Signalized Intersection Operations ..... .. .... .. .............. ......... ......... .......... .... .. .. .. .. .... .... .... .... ..... 13 8-2 Peak Hour Segment Operations ............................................................................................. 14 9-1 Year 2030 Signalized Intersection Operations ...................................................................... 16 9-1 Year 2030 Peak Hour Segment Operations ........................................................................... 17 10-1 Cassia Road Project Driveway Analysis ................................................................................ 18 10-2 Segment Accident Assessment (Years 2003-2006) ............................................................... 20 10-3 Intersection Accident Assessment (Years 2003-2006) .......................................................... 20 LiNSCOIT, LAW & GREENSPAN, engineers iv LLG Ref. 3-04-1395 Poinsettia Place N:\ I J95-(16\Tcxt\l 395-06. doc • • -• -... ---• -• -• -• • -• -• - -- ---- --- - 1.0 INTRODUCTION TRAFFIC IMPACT ANALYSIS POINSETTIA PLACE Carlsbad, California December 11, 2006 Linscott, Law & Greenspan Engineers (LLG) has been retained to prepare a traffic study for the Poinsettia Place project. The purpose of this study is to assess the impacts to the local circulation system as a result of the project, which proposes the construction of 90 condominium units within the City of Carlsbad. The proposed site is located east of the Poinsettia Lane/Cassia Road intersection along the south side of Cassia Road and is currently undeveloped. Figure 1-1 shows the project vicinity and Figure 1-2 illustrates, in more detail, the site location . The traffic analysis presented in this report includes the following: • Project description • Existing conditions assessment • Analysis approach and methodology • Project traffic generation I distribution I assignment • Significance criteria • Near-term cumulative projects discussion • Near-term intersection/street segment capacity analysis • Year 2030 analysis • Circulation and project access discussion • Conclusions LiNSCOn, LAW & GREENSPAN, engineers 1 LLG Ref. 3-04-1395 Poinsettia Place N. \1395-06\T exr\ 1395-06.\foc -• .. Ill Ill .. • -• • • -• -• -Ill 111111 • 1111111 1111, -· -.. -• -.. -.. - CAMP PENDLEl'ON SOURCE: LLG En9inNl'II, 2006 LINSCOTT LAW & GREENSPAN engineers RIVERSIDE COUNTY SAN DIEGO COUNTY USA --- MEXICO NORTH 0 @ 8 MILES Figure 1-1 Vicinity Map Polntsettla Place • • -•1 ,., -\ \% \i ., \,,..~-'•, i Ill, i \< q-'.-., !"1 \ ., \ • • • .. -• .. 1111 -• -• .. .. -., .. • -• - 111111 --.. .. , -... , .,-·-'\. / ' ,/ ' / NORTH 0 NOTTO SCALE Figure 1-2 Project Area Map Polntsettla Place • •• • -• .. -• - 1111 -.. .. ----.. .... 2.0 PROJECT DESCRIPTION 2.1 Project Description The residential development proposes to construct 90 condominium units on 20.4 acres. The proposed site is located east of the Poinsettia Lane/Cassia Road intersection along the south side of Cassia Road within the City of Carlsbad. The project site is currently undeveloped land . 2.2 Project Access The project proposes to provide two full access driveways to Cassia Road with the eastern driveway opposite Kalmia Circle ( east), which services the Poinsettia Heights residential development. Figure 2-1 details the conceptual site plan and proposed access points . LINSCOTI, LAW & GREENSPAN, engineers 2 LLG Ref. 3-04-1395 Poinsettia Place N.\ 1395-06"\Tcxt\ I 395-06.doc I f I I I I I I I I I I I I I I I I I I I I I I I I' I I I I I I I I I I I Figure 2-1 Site Plan Polntsettla Place -• -• -• -• -• -• -• -• • -• -1111 -• -------• ---- - 3.0 EXISTING CONDITIONS According to the City of Carlsbad General Plan, Prime Arterials should be 106 feet wide in 126 feet of Right-of-Way (R/W), providing six travel lanes with no curbside parking and left-tum lanes at major intersections. Major Arterials should be 82 feet wide in 102 feet of R/W, providing four travel lanes, bike lanes, and left-tum lanes at major intersections. Secondary Arterials should be 64 feet wide in 84 feet of R/W providing two to four travel lanes, bike lanes, and left-tum lanes at major intersections. Collectors should be 40 feet wide in 60 feet of R/W, providing two or four travel lanes with curbside parking and left-tum lanes at major intersections. Local streets should be 34 feet wide in 60 feet of R/W, providing two travel lanes with curbside parking and no centerline stripe. The following provides a description of the street system in the project area. Figure 3-1 illustrates the existing conditions, including the lane geometry, for the key intersections in the study area. 3.1 Existing Street System El Camino Real is classified as a Prime Arterial on the City of Carlsbad's Circulation Element. El Camino Real is a north-south roadway within the study area. El Camino Real is currently constructed as a five-lane divided roadway south of Palomar Airport Road. The majority of El Camino Real provides bike lanes, bus stops, curb, gutters, and sidewalks along both sides of the roadway. The speed limit is posted at 55 mph. Palomar Airport Road is classified as a Prime Arterial on the City of Carlsbad's Circulation Element. Palomar Airport Road is an east-west roadway within the study area. Palomar Airport Road is currently constructed as a six-lane divided roadway. The majority of Palomar Airport Road provides bike lanes, bus stops, curb, gutters, and sidewalks along both sides of the roadway. The speed limit is posted at 55 mph. Camino Vida Roble is classified as a Secondary Arterial on the City of Carlsbad's Circulation Element. Camino Vida Roble is an east-west roadway within the study area. Camino Vida Roble is currently constructed as a two-lane undivided roadway west of El Camino Real. The speed limit is posted at 40 mph. Bus stops and bike lanes are provided with curbside parking generally prohibited. Cassia Road is an unclassified east-west roadway within the study area. Cassia Road is currently constructed as a two-lane undivided roadway west of El Camino Real. The speed limit is posted at 35 mph with no bus stops or bike lanes provided. Curbside parking is prohibited along the north side of the street but allowed on the south side. Dove Lane is an unclassified east-west roadway within the study area. Dove Lane is currently constructed as a two-lane undivided roadway west of El Camino Real. Curbside parking is generally prohibited. Bus stops and bike lanes are provided along Dove Lane. LINSCOTI, LAW & GREENSPAN, engineers 3 LLG Ref. 3-04-1395 Poinsettia Place N.\ 1395-06\T ext\ 1395-06.doc -• -- • • -• • • • • .. .. .. -• -• ---.. .. -------- Poinsettia Lane is classified as a Major Arterial on the City of Carlsbad's Circulation Element. Poinsettia Lane is an east-west roadway within the study area. Poinsettia Lane is currently constructed as a four-lane divided roadway from I-5 and Aviara Parkway before transitioning to a two-lane roadway east of Aviara Parkway. The speed limit is posted at 45 mph with bike lanes provided. Poinsettia Lane is proposed to be extended to connect between Cassia Road and El Camino Real Aviara Parkway is classified as a Secondary Arterial on the City of Carlsbad's Circulation Element. A viara Parkway is an east-west roadway within the study area. A viara Parkway is currently constructed as a four-lane divided roadway west of El Camino Real. The speed limit is posted at 40 mph. Bus stops and bike lanes are provided with curbside parking generally prohibited . Alga Road is classified as a Major Arterial on the City of Carlsbad's Circulation Element. Alga Road is an east-west roadway within the study area. Alga Road is currently constructed as a six-lane divided roadway east of El Camino Real. The speed limit is posted at 45 mph. Bus stops and bike lanes are provided with curbside parking generally prohibited . 3.2 Existing Traffic Volumes Existing Average Daily Traffic Volumes (ADTs) and weekday morning (7-9) and afternoon (4-6) peak hour traffic volumes were obtained from the City of Carlsbad "2006 Traffic Monitoring Plan" . Figure 3-2 depicts these existing peak hour turning movement volumes at the key intersections and the daily volumes on the street segments. Appendix A contains copies of the intersection and segment count sheets. Table 3-1 summarizes the existing ADT volumes and their date and source. 3.3 Study Area Based on the anticipated distribution of the project traffic, the specific study area includes the following intersections and street segments: Intersections: • El Camino Real I Palomar Airport Road; • El Camino Real I Camino Vida Roble; • El Camino Real I Cassia Road; • El Camino Real I Poinsettia Lane; • El Camino Real I Dove Lane; • El Camino Real I A viara Parkway-Alga Road; • Poinsettia Lane I Aviara Parkway . Street Segments: • Palomar Airport Road: Camino Vida Roble to El Camino Real; • Palomar Airport Road: El Camino Real to El Fuerte Street; • El Camino Real: Faraday A venue to Palomar Airport Road; • El Camino Real: Palomar Airport Road to Camino Vida Roble; • El Camino Real: Camino Vida Roble to Aviara Parkway-Alga Road. LINSCOTT, LAW & GREENSPAN, engineers 4 LLG Ref. 3-04-1395 Poinsettia Place N. \J 395-00Y[ ext\J 395-06.~ioc • Ill .. .. -• .. • • • • • -• !Ill • -.. -.. -.. - .. -• ----- TABLE3-l EXISTING ADT VOLUMES Street Segment Date Palomar Airport Road Camino Vida Roble to El Camino Real 2006 El Camino Real to El Fuerte Street 2006 El Camino Real Faraday A venue to Palomar Airport Road 2006 Palomar Airport Road to Camino Vida Roble 2006 Camino Vida Roble to A viara Parkway-Alga Road 2006 Footnotes: a. Counts obtained from "2006 Carlsbad Traffic Monitoring Program (TMP)" LINSCOTI, LAW & GREENSPAN, engineers 5 Source City of Carlsbad City of Carlsbad City of Carlsbad City of Carlsbad City of Carlsbad ADT8 32,960 51,670 36,710 32,960 29,800 LLG Ref. 3-04-1395 Poinsettia Place N. \1395-06\T ext\ 1395-n6.doc .. • -• -.. • -• -.. • 11!1111 • • • • -• -• ------------ LEGEND fglo [.QJ -Traffic Signal @ -All-Way Stop @ -Two-Way Stop BL -Bike Lane NP -No Parking YIELD -Free movement RTOL -Right Turn Overlap TWLTL -Two-Way Left-Turn Lane 2U -Two lane undivided roadway 4D -Four lane divided roadway REV. 12/7/06 LLG1395-6 FIGJ-1.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD -J -J CD CD a. a. :z :z Cl U) 2U BS 4JJ 40 40 MPH AV/ARA PKWY BS NP BL NP BL POINSETT~ NORTH 0 NOTTO SCALE Figure 3-1 Existing Conditions Diagram Polntsettla Place - • 111111 • -• • -.. -• -• -• - .. ------- ---- NOTES: AM/PM Peak hour volumes are shown at the intersections REV, 12/7 /06 LLG1395-8 FIGJ-2.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD ~~ I <.· .. ·==·""'". . . . . . . . . . . . . . ' . . . . . . . . . . . PROJECT SITE ····················· ..J '&~ a>-::;"-........ .., ';j;; ~-; "-106/63 ID) \'--353/243 ,"612/372 NORTH 0 NOTTO SCALE Figure 3-2 Existing Traffic Volumes AM/PM Peak Hours Polntsettla Place -• -• 4.0 ANALYSIS APPROACH & METHODOLOGY • 4.1 Analysis Approach • • -.. • • • • • -• • -.. -• • -• -.. This traffic analysis assesses the key intersections and street segments in the project area. The study area intersections and segments are analyzed in the following scenarios to determine the impacts to the road network: • Existing traffic • Existing+ project traffic • Existing+ project+ cumulative projects • Year 2030 4.2 Analysis Methodology Level of service (LOS) is the term used to denote the different operating conditions that occur on a given roadway segment under various traffic volume loads. It is a qualitative measure used to describe a quantitative analysis taking into account factors such as roadway geometries, signal phasing, speed, travel delay, :freedom to maneuver, and safety. Level of service provides an index to the operational qualities of a roadway segment or an intersection. Level of service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst operating conditions. Level of service designation is reported differently for signalized, intersections and roadway segments, as described below . 4.2.1 Signalized Intersections The signalized intersections were analyzed using the Intersection Capacity Utilization (ICU) method . The ICU procedure is based on an article in the Institute of Transportation Engineers Journal, August 1978 and assumes the traffic flow characteristics of signalized intersections. It computes the Level of Service (LOS) for the total intersection based upon a summation of volume to capacity (v/c) ratios for the key conflicting movements. The ICU numerical value represents the percent of signal green time, and thus, the capacity required to serve the traffic demand. The LOS for signalized intersections varies from A (free flow, little delay) to F ("jammed" conditions). Appendix B provides a more detailed explanation of the ICU methodology, a full description of LOS and the signalized intersection calculation sheets. LINSCOTT, LAW & GREENSPAN, engineers 6 LLG Ref. 3-04-1395 Poinsettia Place N. \ 1395-06'\T ext\ 1395-06.doc -----• -• -• • • .. • • • • -• -• • -• ---------- 4.2.2 Street Segments The key street segments in the project area were analyzed on a peak hour basis for the near term and Year 2030 scenarios. The greatest amount of peak hour turning volumes (generally the PM peak) at an upstream or downstream intersection comprises the volumes utilized in the analysis. A volume to capacity ratio 01 IC) is calculated for each direction of the street segment during the peak hour. The City of Carlsbad assumes a one-direction capacity of 1,800 vehicles per lane per hour. A LOS is determined by using V/C thresholds. LINSCOTT, LAW & GREENSPAN, engineers 7 LLG Ref. 3-04-1395 Poinsettia Place N.\1395-00\T C)(t\ 1395-06.doc • -• -• • • -• .. • - • • • • -• -• -• - Ill -.. -.. ------ - 5.0 PROJECT TRAFFIC 5.1 Project Generation The SAND AG 'Brief Guide of Vehicular Traffic Generation Rates', April 2002, was utilized to determine the traffic generated by the project. Project trips were calculated using the trip rate for multi-family condominium homes (8.0 trips/dwelling unit). Table 5-1 shows the trip generation estimates for the project. Based on the trip generation calculations, the total project is calculated to generate 720 ADT, with 12 inbound and 46 outbound trips during the AM peak hour, and 50 inbound and 22 outbound trips during the PM peak hour . TABLE 5-1 PROJECT TRIP GENERATION Daily Trip Ends AM Peak Hour PMPeakHour Land Use Size (ADT) %of Split Volume %of Split Volume Rate Volume ADT In:Out In Out ADT In:Out In Multi-Family Residential 90 8.0/DU 720 8% 20:80 12 46 10% 70:30 50 Notes: a. SANDAG Brief Guide of Vehicular Traffic Generation Rates, April 2002 b. DU -Dwelling units 5.2 Project Distribution The generated project traffic was distributed and assigned to the street system based on the characteristics of the roadway system, proximity of the project to I-5 and El Camino Real, and the location of employment, retail and educational opportunities. The regional distribution is illustrated in Figure 5-1 . 5.3 Project Assignment Based on the location of the project site, a higher percentage (48%) of trips were assigned west of the project site, since the majority of traffic is expected to utilize I-5. A lesser portion (30%) of the project trips were assigned south of the project along El Camino Real and the remaining portion of project traffic was assigned to the north, which constitutes 22% of the project traffic. The project traffic assignment is illustrated in Figure 5-2. Figure 5-3 illustrates the existing+ project traffic volumes. LINSCOTI, LAW & GREENSPAN, engineers 8 LLG Ref. 3-04-1395 Poinsettia Place N.\ 1395-0olT ext\ 1395-<)6 . .loc Out 22 -• -• -• -• • • • • • • • Ill • 1111 • • • • - -• -------• - LEGEND -t> -Outbound Trips -.. -Inbound Trips REV. 12/7/06 LLG1395-6 FIGS-1.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD Q·"<._···· .. ····1 ·::. ·: :. ·::::. ·:::::::. ·:. ·. ·. ·::. PROJECT SITE Ill! N N .) 22%...) \ 25% 'l ~ ~ NORTH @ NOTTO SCALE Figure 5-1 Regional Traffic Distribution Polntsettla Place • • • -• -• -• -• • • • • • • -• - • • .. -.. --.. - - -- NOTES: -ADTs ore shown midblock -AM/PM Peak hour volumes ore shown at the intersections REV. 12/7/06 LLG1395-6 FIGS-2.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD 36 ......., ----"' .... 0 36 NORTH @ NOTTO SCALE Figure 5-2 Project Traffic Volumes AM/PM Peak Hours & ADT Polntsettla Place • II .. • -• • II • • - • • • • • -• -.. - -----.. --- NOTE: AM/PM Peak hour volumes are shown at the intersections CASSIA RD -.J a, -.J~ ~~ 1'>.j>. .J>.<0 .J>.t,J .) + ------· 303/111...) 125/105, ~>·<:;····· .. ·I .......................... .......................... PROJECT SITE REV. 12/7/06 LLG1395-6 FIGS-3.0WG LINSCOTT LAW & GREENSPAN engineers AV/ARA PKWY NORlH 0 NOTTO SCALE Figure 5-3 Existing + Project Traffic Volumes AM/PM Peak Hours & ADT Polntsettla Place -• -.. -- • -• -• -• • -• -• -• • • -.. ---.. II -----.. 6.0 SIGNIFICANCE CRITERIA A traffic impact is considered to be significant if the addition of project traffic causes the intersection or street segment LOS to decrease to worse than LOS D during the peak hour, as outlined in the City's Growth Management Plan. For intersections or street segments which are currently operating. worse than LOS D, a project impact is considered significant if the project causes the ICU value at an intersection to increase by greater than 0.02 or the volume-to-capacity ratio at a segment to increase by greater than 0.02. LINSCOTT, LAW & GREENSPAN, engineers 9 LLG Ref. 3-04-1395 Poinsettia Place N. \ 1395-06\T ext\ 1395-06.doc -• -• 7.0 CUMULATIVE PROJECTS -Cumulative projects are other projects in the study area that will add traffic to the local circulation • system in the near future. Based on information at the City of Carlsbad website, nine (10) cumulative projects were identified for inclusion in the traffic study. ---• • • • -• 11111 11111 .. .. • - ... -.. ---• -----... 7.1 Description of Projects The following is a brief description of each individual cumulative project included in this report. 1. Kelly Ranch Single-Family is a 433-acre residential development located west of College Blvd, north of Canyon Road, and south of El Camino Real. The project consists of 147 single-family homes on 61.9 acres. The project is expected to generate 1470 daily trips with 35 inbound and 82 outbound trips during the AM peak hour and 103 inbound and 44 outbound trips during the PM peak hour . 2. Cantarini Ranch is a residential development consisting of 105 single-family homes and 80 multi-family homes on 156.72 total acres. The site is located east of El Camino Real, just south of the Holly Springs property. The project is expected to generate 1530 daily trips with 33 inbound and 90 outbound trips during the AM peak hour and 104 inbound and 45 outbound trips during the PM peak hour. 3. Carlsbad Oaks North is a 219.5-acre industrial park designed to include 23 industrial use lots and the 3 open space lots. The project is located north of Palomar Airport Rd, bordered by the City of Vista on the north and east. The project is expected to generate 19,755 daily trips with 1956 inbound and 217 outbound trips during the AM peak hour and 474 inbound and 1896 outbound trips during the PM peak hour . 4. Emerald Pointe Estates proposes to develop 14 single-family homes on 18 acres located on the north side of Cobblestone Road, between Sapphire Drive and Aviara Parkway. The project is expected to generate 140 daily trips with 3 inbound and 8 outbound trips during the AM peak hour and 10 inbound and 4 outbound trips during the PM peak hour . 5. Mammoth Office Building is a multiple tenant three-story 67,958 sf office building in conjunction with a two-story parking structure. The building will be situated north Palomar Airport Road and east of Loker Avenue East within the City of Carlsbad. The project is expected to generate 1,240 daily trips with 157 inbound and 17 outbound trips during the AM peak hour and 32 inbound and 130 outbound trips during the PM peak hour. 6. Alge Norte Community Park is a community park spanning 33 acres and located northwest of the intersection of the future alignment of Poinsettia Lane and Alicante Road, and east of El Camino Real. The project is expected to generate 660 daily trips with 43 inbound and 43 outbound trips during the AM peak hour and 30 inbound and 30 outbound trips during the PM peak hour. LINSCOTI, LAW & GREENSPAN, engineers 10 LLG Ref. 3-04-1395 Poinsettia Place N.\ 1395-()0\T ext\ 139.5-06.doc -• - -.. -• --• - • .. • • -• -• -.. - ill ---• -.. -.. .. 7. La Costa Village Center Town homes is a residential development consisting of 53 unit single- family homes on 14.4-acres located northwest of the intersection of Dove Lane and El Camino Real. The project is expected to generate 530 daily trips with 13 inbound and 30 outbound trips during the AM peak hour and 37 inbound and 16 outbound trips during the PM peak hour . 8. Bressi Ranch is a 585.1 acre planned community located at the southeast corner of Palomar Airport Road and El Camino Real. The mixed-use development is designed to include 523 single- family homes and 100 condominiums, as well as 190 acres of open space park. The project is expected to generate 6,030 daily trips with 139 inbound and 344 outbound trips during the AM peak hour and 421 inbound and 181 outbound trips during the PM peak hour. 9. Cassia Professional Offices proposes to construct two separate buildings on site. One building will contain 6,340 sf of medical offices and the other will contain 5,460 sf of lease space and a cat hospital. The site is located on the northeast corner of El Camino Real and Cassia Road. Access will be provided via the intersection of El Camino Real and Cassia Road. 10. Carlsbad Family Housing proposes to construct a 56-unit apartment complex. The site is located on the southeast corner of El Camino Real and Cassia Road. Access will be provided via the intersection of El Camino Real and Cassia Road . Appendix C contains individual traffic assignments for each cumulative project. Figure 7-1 shows the total cumulative project traffic volumes and Figure 7-2 shows the existing+ project+ cumulative project traffic volumes. LINSCOTI, LAW & GREENSPAN, engineers 11 LLG Ref. 3-04-1395 Poinsettia Place N. \ 1395-06\T ext\1395-06.doc -------• -• -.. -• -• • -• -• -• - .. -• - -.. - NOTES: AM/PM Peak hour volumes are shown at the intersections REV. 12/7 /06 LLG1395-6 FIG7-1.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD gz-··<:;·······1 ·.·.·.·:.·.·:::.·.·::.·.·:::.·.·:.·.·.·.·. PROJECT SITE AV/ARA PKWY NORlH @ NOTTO SCALE Figure 7-1 Cumulative Projects Traffic Volumes AM/PM Peak Hours Polntsettla Place • • -• -----• -• -• .. • -• -• -• --- ---• -.. - - NOTES: REV. 12/8/06 LLG1395-6 FIG7-2.DWG LINSCOTT LAW & GREENSPAN engineers At.1/Pt.1 Peak hour volumes are shown at the intersections CASSIA RD ~-.. ·<._···"""! ·.·:.·.·::.·::.·:.·::.·.·:::.·:::.·.·. PROJECT SITE AV/ARA PKWY 50/141__) --...\( 7/26-,.,.a> 20/103 '", it.i-;:;. '"':; t,) » ?l, -.l '2,--::; a>'-"<:P ~ ~~ (1) 0?li\5 ~ 114/12 '°)' \._ -353/243 ~ p 612/372 NORTH @ NOTTO SCALE Figure 7-2 Existing + Project + Cumulative Projects Traffic Volumes AM/PM Peak Hours Polntsettla Place --• 8.0 NEAR· TERM ANALYSIS -8.1 Existing Operations • 8.1.1 Signalized Intersections 1111 As shown in Table 8-1, all existing intersections are calculated to currently operate at a level of • service (LOS) D or better during both the AM and PM peak hours. -• -• • -• • • -.. • • -• 8.1.2 Peak Hour Street Segments Table 8-2 shows that under existing conditions, all street segments are calculated to currently operate at LOS A during the indicated peak hour . 8.2 Existing + Project Operations 8.2.1 Signalized Intersections As shown in Table 8-1, with the addition of project traffic, all intersections are calculated to continue to operate at a level of service (LOS) D with a slight increase in ICU's. These increases are not significant. 8.2.2 Peak Hour Street Segments Table 8-2 shows that with the addition of project traffic, all street segments are calculated to continue to operate at LOS A during the indicated peak hour, with a slight increase in v/c ratios. These increases are not significant. • 8.3 Existing + Project+ Cumulative Projects Operations • 8.3.1 Signalized Intersections - ---.. -----.. As shown in Table 8-1, with the addition of cumulative projects traffic, the intersections are calculated to continue to operate at a level of service (LOS) D with the following exception. • El Camino Real I Palomar Airport Road (LOS F-AM & PM peak hours) 8.3.2 Peak Hour Street Segments Table 8-2 shows that with the addition of cumulative projects traffic, all street segments are calculated to operate at LOS B or better during the indicated peak hour. LINSCOIT, LAW & GREENSPAN, engineers 12 LLG Ref. 3-04-1395 Poinsettia Place N.\1395-06\T cxt\l 39:'-06.,loc • • -• -• -• -• -• -.. .. .. • - - --Ill -.. -• ------ Table 8-1 SIGNALIZED INTERSECTION OPERATIONS Peak Intersection Hour AM El Camino Real I Palomar Airport Road PM AM El Camino Real I Camino Vida Roble PM AM El Camino Real I Cassia Road PM AM El Camino Real I Poinsettia Lane PM AM El Camino Real I Dove Lane PM AM El Camino Real I A viara Parkway I Alga Road PM AM Poinsettia Lane I Aviara Parkway PM Footnotes: a. ICU -Intersection Capacity Utilization. b. Level of Service c. ti denotes project induced ICU increase. LINSCOIT, LAW & GREENSPAN, engineers Existing+ Existing Project ICU" 0.68 0.82 0.40 0.62 0.52 0.51 0.35 0.57 0.34 0.54 0.63 0.77 0.43 0.55 13 LOSb ICU LOS B 0.68 B D 0.82 D A 0.40 A B 0.63 B A 0.53 A A 0.52 A A 0.35 A A 0.58 A A 0.34 A A 0.54 A B 0.63 B C 0.77 C A 0.43 A A 0.56 A ICU DELAY/LOS THRESHOLDS DELAY LOS 0.0 _::; 0.60 A 0.61 to 0.70 B 0.71 to 0.80 C 0.81 to 0.90 D 0.91 to 1.00 E > 1.01 F Ac 0.00 0.00 0.00 O.Ql O.Ql O.Ql 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.01 Existing+ Project + Cumulative Projects ICU LOS 1.15 F 1.15 F 0.53 A 0.74 C 0.65 B 0.60 A 0.45 A 0.70 B 0.43 A 0.64 B 0.70 B 0.86 D 0.45 A 0.59 A LLG Ref. 3-04-1395 Poinsettia Place N. \ 139.5-1)6\T ext\ 1395-c)6.doc I I I 1 f I I I I I I I I I I I I I I I I I I I TABLE8·2 PEAK HOUR SEGMENT OPERATIONS # of Lanes I Direction/ Existing Street Segment Direction Peak Hour Vol• V/Cb Los• Palomar Airport Road Camino Vida Roble to El Camino Real 3 WB/AM 1,516 0.28 A El Camino Real to El Fuerte Street 3 EB/PM 2,518 0.47 A El Camino Real Faraday Avenue to Palomar Airport Road 3 SB/PM 1,851 0.34 A Palomar Airport Road to Camino Vida Roble 3 SB/PM 1,374 0.25 A Camino Vida Roble to Aviara Parkway-Alga Road 3 SB/PM 1,960 0.36 A Camino Vida Roble Las Palmas Drive to El Camino Real 1 EB/PM 676 0.38 A Aviara Parkway Mimosa Drive to El Camino Real 2 EB/PM 907 0.25 A Alga Road El Camino Real to Alicante Street 3 EB/PM 1,243 0.23 A Footnotes: a. Peak hour Road link volume. b. Volume to Capacity ratio. Capacity based on 1800 vehicles per lane per hour. c. Level of Service. d. !!,. denotes project induced ICU increase. LINSCOTI, LAW & GREENSPAN, engineers 14 I I I I I I Existing + Project Vol V/C LOS 1,521 0.28 A 2,519 0.47 A 1,854 0.34 A 1,384 0.26 A 1,966 0.36 A 677 0.38 A 908 0.25 A 1,244 0.23 A I I I I I I VIC Ad 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 Existing+ Project+ Cumulative Projects Vol V/C LOS 1,887 0.35 A 2,976 0.55 A 3,527 0.65 B 1,890 0.35 A 2,459 0.46 A 699 0.39 A 923 0.26 A 1,269 0.24 A ~ LLG Ref. 3-04-1395 ' Poinsettia Place N:\!395-06\Textil395-06.doc I I .. • • -• -• • -• ---- 9.0 YEAR 2030 ANALYSIS 9.1 Year 2030 Traffic Volumes Year 2030 traffic volumes (ADTs) were obtained from the "City of Carlsbad Traffic Impact Fee (TIF)" document for the majority of the study area intersections except for the El Camino Real/Cassia Road intersection, where the City did not have Year 2030 projections . For these intersections where Year 2030 peak hour data was not available from the City, the peak hour turning movement volumes were estimated using a template in EXCEL developed by LLG to calculate 2030 peak hour traffic at an intersection using 2030ADTs and the relationship between existing peak hour turn movements and the existing ADTs. The future extension of Poinsettia Lane was taken into account. Figure 9-1 depicts the Year 2030 traffic volumes. Appendix D contains the Year 2030 traffic data. As shown on Table 9-1, all intersections are calculated to operate at Dor better during both the AM and PM peak hours. Table 9-2, shows that all street segments are calculated to operate at LOS D or better during the -identified hour. - --.. • • -• -.. - -.. ---- ... LINSCOTI, LAW & GREENSPAN, engineers 15 LLG Ref. 3-04-1395 Poinsettia Place N. \ 1395-00Yf ext\1395-1)6.doc -----• ---• -• -• -• -• .. • • -• ---• -------.. -• Table 9-1 Year 2030 Signalized Intersection Operations Intersection El Camino Real I Palomar Airport Road El Camino Real I Camino Vida Roble El Camino Real I Cassia Road El Camino Real I Poinsettia Lane El Camino Real I Dove Lane El Camino Real I Aviara Parkway I Alga Road Poinsettia Lane I A viara Parkway SOURCE: City of Carlsbad TIF document. Footnotes: a. ICU -Intersection Capacity Utilization. b. Level of Service. LINSCOIT, LAW & GREENSPAN, engineers 16 Peak Year2030 Hour 1cua AM 0.720 PM 0.868 AM 0.637 PM 0.758 AM 0.79 PM 0.75 AM 0.704 PM 0.754 AM 0.73 PM 0.86 AM 0.806 PM 0.876 AM 0.558 PM 0.721 ICU DELAY/LOS THRESHOLDS DELAY LOS 0.0 ~ 0.60 A 0.61 to 0.70 B 0.71 to 0.80 C 0.81 to 0.90 D 0.91 to 1.00 E > 1.01 F LOSb C D B C C C C C C D D D A C LLG Ref. 3-04-1395 Poinsettia Place N. \1395-06\T ext\ l 395-t)6.doc -----• - -.. --• • 1111 -• ----• -.. -.. -.. ---- - TABLE9·2 YEAR 2030 PEAK HOUR SEGMENT OPERATIONS # of Lanes/ Direction I Street Segment Direction Peak Hour Palomar Airport Road Camino Vida Roble to El Camino Real 3 EB/AM El Camino Real to El Fuerte Street 3 EB/PM El Camino Real Faraday A venue to Palomar Airport Road 3 SB/PM Palomar Airport Road to Camino Vida Roble 3 SB/PM Camino Vida Roble to Aviara Parkway-Alga Road 2 NB/AM Camino Vida Roble Las Palmas Drive to El Camino Real 1 EB/PM A viara Parkway Mimosa Drive to El Camino Real 2 EB/PM Alga Road El Camino Real to Alicante Street 3 EB/PM Footnotes: a. Peak hour Road link volume. b. Volume to Capacity ratio. Capacity based on 1800 vehicles per Jane per hour. c. Level of Service. LINSCOIT, LAW & GREENSPAN, engineers 17 Vol• 2,358 3,641 2,479 2,470 2,974 1,069 1,063 1,705 Year2030 V/Cb 0.44 0.67 0.46 0.46 0.83 0.59 0.30 0.32 Los• A B A A D A A A LLG Ref. 3-04-1395 Poinsettia Place N. \1395-00'\'[ exr\139.'.'-t)6.doc -.. --iii -1111 -• -• • -• 1111 • -• • • -• -• ----- -- NOTES: AM/PM Peak hour volumes are shown at the intersections SOURCE: City of Carlsbad REV. 12/8/06 LLG1395-8 FIG9-1.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD AVIAAA PKWY . .................. . ~60/90: 60/70; ("50/100: 14-70-/-21-0 ...)--1-, f ,-: . ... ; 50/50-_.., u, : ... ••· ;220/19011 ::ig:~ : : ~a • N-0 • 0"' • 0 ............... ~ .... NORTH 0 NOTTO SCALE Figure 9-1 Year 2030 Traffic Volumes AM/PM Peak Hours Polntsettla Place • • • • -• -• -• • -• -• -• -• -• ---.. ---------- 10.0 CIRCULATION AND PROJECT ACCESS 10.1 Project Access A review of the site plan (Figure 2-1) shows that the project proposes to provide two full access driveways to Cassia Road. The construction of the eastern driveway will be opposite Kalmia Circle ( east), which services the Poinsettia Heights residential development, located along the northern side of Cassia Road. The second proposed driveway would be located approximately 340 feet west of the eastern driveway. As part of the site access review, a separate level of service analysis was conducted for the two unsignalized project driveways. To account for existing traffic, LLG conducted AM and PM peak hour counts in December 2006, to capture traffic from the Poinsettia Heights development in addition to traffic utilizing Cassis Road. Table 10-1 shows the results of the project driveway analysis. As Shown on Table 10-1, both driveways are calculated to operate at acceptable LOS C operations with the addition of project traffic. Appendix E contains the project driveway analysis sheets. TABLE 10-1 CASSIA ROAD PROJECT DRIVEWAY ANALYSIS Control Peak · Existing Existing+ Project Intersection Type A• ~ Hour DELAY" AM 11.8 Cassia Road Western Driveway TWSCd PM 13.3 TWSCd AM 15.1 Cassia Road Eastern Driveway PM 13.6 Footnotes: a. Average Delay expressed in seconds per vehicle. b. Level of Service. c. Increase in delay due to project. d. Two-Way Stop Controlled intersection. Minor Street delay is reported. LINSCOTI, LAW & GREENSPAN, engineers 18 LOSb DELAY B 16.5 B 15.9 C 17.7 B 15.3 UNSIGNALIZED DELAY /LOS THRESHOLDS Delay LOS 0.0 < 10.0 A 10.1 to 15.0 B 15.1 to 25.0 C 25.1 to 35.0 D 35.1 to 50.0 E > 50.1 F LOS C C C C 4.7 2.6 2.6 1.7 LLG Ref. 3-04-1395 Poinsettia Place N. \1395-06\T ext\ 13Q5-06.doc -• --- • • • -• -• -• -• • -• -.. ---• -----... ---... 10.2 El Camino Real I Cassia Road Queue Analysis A queue analysis was conducted for the intersection of El Camino Real and Cassia Road during the AM peak hour focusing on the eastbound left turn movement. LLG conducted a two-hour queue count during a typical weekday at the intersection during the AM (7-9AM) peak hour. The resultant queue inventory identified that for approximately one-half hour (7:30AM to 8:00AM), queue lengths were over 20 vehicles for several signal cycles. However, it should be noted that the average queue length was 9 vehicles between 7:00-8:00 AM and 9 vehicles between 7:30-8:30 AM and 6 between 7:00-9:00 AM. Appendix F, contains the queue analysis sheets . To remedy the existing issue, the City could consider increasing the amount of green time that Cassia Road traffic receives as opposed to El Camino Real traffic. However, this would have the negative effect of increasing queues on El Camino Real, which is a major arterial where traffic progression must be assured. It would also be possible to re-stripe the eastbound approach to provide a left-tum lane and a shared left/thru/right turn lane thereby allowing two eastbound lanes to turn left. This would necessitate changing the east-west phasing to split phasing, which can be slightly less efficient than permissive or protected phases. Once Poinsettia Lane is extended to connect between Cassia Road and El Camino Real, traffic will have a second option to turn left onto El Camino Real. The Highway Capacity Software (HCM) analysis indicated that the addition of project traffic will increase the average queue by less than 1 vehicle during the AM peak hour . 10.3 Vehicular Accident Data An accident assessment was conducted for both the Cassia Road segment between Poinsettia Lane and El Camino Real and the El Camino Real/Cassia Road intersection. Accident data was obtained for the Years between 2003-2006 from the City of Carlsbad Police Department. Cassia Road segment: A review of the accident data for Cassia Road revealed that during the three-year period, Cassia Road had a total of six traffic-related accidents. Appendix F contains the traffic accident data obtained from the Police Department. LLG utilized the Accident Rate formula fo~d in the "2004 Collision Data on California State Highways" publication to determine the accident rate for the identified segment. Table 10-2 summarizes the findings over the three-year period. ~ Segment Accident Rate LINSCOTI, LAW & GREENSPAN, engineers =(# of AccidentsN ear)*(l ,000,000) Vehicle Miles of Travel 19 LLG Ref. 3-04-1395 Poinsettia Place N. \1395-06\Text\ 1395-06.doc • -----• • .. • -• • • • -• -• -• ---• -.. - ------ TABLE 10-2 SEGMENT ACCIDENT ASSESSMENT {YEARS 2003-2006) Segment #of Accident Expected Rate Accidents• Rateb Cassia Road: Poinsettia Lane to El Camino Real 4 1.22 1.90 Notes: a. Obtained from City of Carlsbad Police Department. b. Calculated using the aforementioned formula . c. Expected Rate is the statewide rate when compared to similar roadways (flat two-lane). Obtained from Caltrans "2004 Collision Data on California State Highways". Based on the Accident Rate formula, an accident rate of 1.22 per million vehicle miles of travel was calculated for the Cassia Road segment. Based on the national average for a two-lane flat conventional roadway (See Appendix E), Table 10-2 shows that the Cassia Road accident rate is lower than the expected rate when compared to similar roadways. In addition to the Cassia Road segment accident assessment, an additional assessment was completed for the intersection of El Camino Real and Cassia Road. >-Intersection Accident Rate = (# of AccidentsNear)*(l,000,000) (365)(entering daily volume) TABLE 10-3 INTERSECTION ACCIDENT AsSESSMENT (YEARS 2003-2006) Intersection #of Accident Expected Rate Accidents• Rateb El Camino Real I Cassia Road 4 0.14 0.43 Based on the Accident Rate formula for intersections, an accident rate of 0.14 per million vehicle miles of travel was calculated for the El Camino Real/Cassia Road intersection. Based on the national average for a signalized intersection (See Appendix E), Table 10-3 shows that the accident rate for the intersection of El Camino Real and Cassia Road was lower than what would be expected when compared to similar intersections. LINSCOTT, LAW & GREENSPAN, engineers 20 LLG Ref. 3-04-1395 Poinsettia Place ----- -• 1111111 1111111 -.. • -• -• ----- - -----.. ---- 11.0 CONCLUSIONS Based on the established significance criteria, no significant traffic capacity related impacts are calculated. The delay and v/c ratio increases are nominal. Therefore, no mitigation measures are necessary . The accident assessment showed that the accident rate on Cassia Road is less than would be expected on similar roads. The analysis off the two project driveways on Cassia Road showed acceptable LOS C operations. The queue analysis at the El Camino Real/Cassia Road intersection shows very long eastbound queues during the 7:30-8:30 AM time frame but more typical queue during the remainder of the AM peak period. L!NSCOIT, LAW & GREENSPAN, engineers 21 LLG Ref. 3-04-1395 Poinsettia Place N. \1395-0~"\T ext\ 1395-06.doc I C E ~ m I C C C ' ~ I C I I I I I I ---.. --- • -• II • --.. -• -• - --- -----.. LINSCOn, LAW & GREENSPAN, engineers APPENDIX A MANUAL INTERSECTION AND STREET SEGMENT COUNT SHEETS LLG Ref. 3-04-1395 Poinsettia Place -• : (~ GROWTH MANAGEMENT PLAN .. .. - • • • .. -• -----.. -.. -----0 -- 2006 Traffic Monitoring Program REVISED Prepared for: City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 (760) 602-2720 TM Prepared by: RICK ENGINEERING COMPANY- Transportation Division November 8, 2006 - C I I I I I m I I I I t ; CITY OF CARLSBAD TRAFFIC MONITO,RING PROGRAM SUMMER2006 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real & Palomar Airport Road Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram 'IM RICK ENGINEERING COMPANY Transportation Division I 1 I I I I I I I I I 1 I I I I I I S I S I I I I I I I I I I I I I II I ( : ~/ u \ \_) RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : El Camino Real Count Date: 07113/06 Endofl5 min. prd. 6:15 AM 6:30AM 6:45AM 7:00AM 7:15 AM 7:30AM * 7:45 AM * 8:00AM * 8:15 AM * 8:30AM 8:45AM 9:00AM Max. 15 min. Pk. Hr. Vol. 7:15 AM Peak 8:15 AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45PM 5:00PM * 5:15 PM * 5:30PM * 5:45 PM * 6:00PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 4:45 PM Peak 5:45 PM Hour E/W Street : Palomar Airport Road Day : Thursday Weather : Sunny South Approach (NB) Left U-Tm Thru Right Peds 5 ll 11 18 10 13 25 45 17 15 22 20 45 100 35 30 50 28 22 24 24 28 18 38 38 24 50 94 0 30 31 l 0 47 · 24 0 0 50 58 0 0 87 59 0 0 66 72 0 0 137 83 0 0 116 91 0 1 146 115 1 1 160 101 0 0 107 84 l 0 155 105 0 0 126 82 0 l 160 115 1 2 559 390 l Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 0 174 126 0 I 162 107 0 0 133 93. 0 0 164 126 1 2 177 100 0 0 180 95 0 l 200 126 0 0 174 134 0 0 162 96 1 0 121 83 0 0 139 75 0 0 149 66 l 2 200 134 l l 716 451 l -Intersection Traffic in Pk. Hr. Intersection Pdstms in Pis_. Hr. Page 1 of3 File : 2006 Int #09 Data Collected by: Albert, Jasen, Joe, Raul Traffic Control : Signalized North Aaaroach (SB) \VestAaaroach(EB) Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds 49 81 91 112 85 93 102 116 128 108 121 107 128 439 168 184 191 163 189 198 207 212 198 230 177 145 230 815 l 0 0 0 0 l 0 0 l l 0 0 1 2 6000 9 0 0 0 0 0 0 1 .1 0 0 l 0 l 2 6740 6 83 95 136 181 135 152 167 163 195 145 168 168 195 677 140 147 143 146 178 197 254 243 199 176 116 113 254 893 21 l 23 42 0 23 31 0 12 .69 0 _ 13 70 l 20 63 0 20. 62 l 21 52 . 0 21 86 0 14 50 l 16 · 48 0 26 56 0 17 86 1 26 263 l 76 Peak Hr. Factor 42 l 57 46 1 48 26 0 68 39 0 .90 25 0 64 37 0 68 31 0 72 38 0 47 35 0 45 21 0 61 31 0 36 26 1 35 46 1 90 141 0 232 Peak Hr. Factor . 0 80 9 0 0 89 15 l 0 113 13 2 l · 119 18 0 0 109 · 14 0 2 -124 8 1 0 149 12 0 1 ll9 . 26 1 0 125 17 3 0 128 26 0 l 133 14 0 0 118 27 0 2 149 27. 3 3 517 63 5 0.95 l 233 23 2 0 222 30 1 0 303 25 0 1 256 26 1 0 275 25 1 2 310 · 32 0 0 301 27 2 2 346 32 2 1 293 24 1 l 281 24 l .0 286 26 l l 241 27 2 2 346 32 2 5 1250 ll5 5 0.94 East A[![!roach (\VB} 15 min Total Left U-Tm Thru Ri!!:ht Peds Vehicles Peds 72 0 240 123 0 767 2 83 0 222 137 0· 869 l 112 0 242 158 0 1027 2 141 0 279 · 218 l 1315 l 156 0 313 . 219 l 1269 2 153 0 238 276 0 1363 1 123 0 300 303 l 1471 2 153 0 313 312 0 1583 2 144 0 300 294 l 1583 4 131 0 273 228 0 1312 2 115 0 257 238 0 1403 0 114 0 261 195 6 1291 0 156 0 313 312 1 1583 4 573 0 1151 1185 2 6000 9 110 0 218 152 l 1479 4 83 0 169 . 135 0 1364 2 98 0 188 172 0 1490 0 84 0 209 150 0 1482 2 91 0 206 159 0 1513 l 76 0 196 211 0 · 1626 0 126 0 230 189 0 1789 2 153 0 167 188 0 1765 2 106 0 218 165 0 1560 2 82 0 235 146 0 1499 l 89 0 201 100 0 1315 l 79 0 176 114 0 1196 4 153 0 235 211 1 1789 4 461 0 811 753 0 6740 6 I I .. • -• ) -• -• -• -• -• -• -• El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Aeer (NB2 7:15 AM to 8:15 AM Left Thru Right Lane Inside 1 1 Config-. (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 102 .559 Adjusted Hourly Volume 102 559 Utilization Factor 0.06 0.09 Critical Factors ICU Ratio.= 0.68 1 1 2 3600 N N 39_0 .390 0.11 0.11 LOS= North Aoor (SB) Left Thru Right 1 1 1 1 1 1 2 3 1 3600 6000 1800 441 677 263 441 677 263 0.12 0.11 0.15 0.12 B West Aeer (EB2 East Aeer (WB} Left Thru Right Left Thru Right 1 1 1 1 l 1 1 1 1 1 1 1 1 2 3 0 2 3 2 3600 6000 0 3600 6000 3600 79 517 63 573 . 1151 1185 79 580 0 573 1151 1185 0.02 0.10 0.00 0.16 0.19 0.33 0.02 0.33 -• /) Turning Movements at Intersection of: El Camino Real and Palomar Airport Road -Time: 7:15 AM • to 8:15 AM North Approach Date : 07 /13/06 -Day : Thursday • Name: Albert, Jasen, Joe, Raul 1381 -• w Sub-263 677 Totals totals J t e -s • -A 1517 ~ 2176 3 79 659 517 __... t 63 t North -p p -~ t 102 559 -2 Subtotals 1315 1051 -Total 2366 --) South Approach ~---- 3203 2 441 ~ r 390 El Camino Real 1822 L 1185 +-1151 r 573 Total Subtotals Sub- totals Totals --- 2909 0 4255 1346 Palomar Airport Road Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r -• -----) _ __,, -• -• • • • Iii • • -• -• - El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Aeer (NB} 4:45 PM to 5:45 PM Left Thru ..BJ.gh!_ Lane Inside 1 1 Config -(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings I 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 95 716 Adjusted Hourly Volume 95 716 Utilization Factor 0.05 0.12 Critical Factors 0.12 ICU Ratio = 0.81 1 1 2 3600 N N- 451 0 0.00 LOS= North Annr (SB) Left Thru Right 1 1 1 1 1 1 2 3 I 3600 6000 1800 817 893 141 817 893 141 0.23 0.15 0.08 0.23 D West Aeer {EB} East Aeer {WB} Left" Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 0 2 3 2 3600 6000 0 3600 6000 -3600 237 1250 115 461 811 753 237 1365 0 461 811 753 0.07 0.23 0.00 0.13 0.14 0.21 0.23 0.13 -) Turning Movements at Intersection of: . -_ _,,. - El Camino Real and Palomar Airport Road -Time : 4:45 PM .. to 5:45 PM North Approach Date : 07 /13/06 -Day : Thursday -·Name: Albert, Jasen, Joe, Raul 1851 --w Sub-141 893 Totals totals J t ·--- e -s t --A 1051 _t 2653 5 237 1602 1250~ t 115 • North p -p r ' t -95 716 .. 1 Subtotals 1470 1262 -Total 2732 .. -J South Approach --- 3554 2 817 ~ ·r 451 El Camino Real 1703 L 753 +-811 r 461 Total Subtotals Sub- totals Totals 2025 0 4541 2516 Palomar Airport Road Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p -• I " I I ' • • - CITY OF CARLSBAD TRAFFIC MONITO,RING PROGRAM SUMMER2006 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: EI Camino Real & Camino Vida Roble Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram lM RICK ENGINEERING COMPANY Transportation Division I I I 1 I I I I I I I I I I I I I I I I I I • I ·1 I It I a I ( ) . i ; "--../ RICK ENGINEERING TURNINt:MOVEMENT ANALYSIS City : Carlsbad · Intersection of: N/S Street : El Camino Real . Count Date: 07/13/06 End of 15 E/W Street : Camino Vida Roble Day : Thursday Weather: Sunny South Aooroach (NB) File : 2006 Int# 11 Data Collected by : Sarah, Scott Traffic Control : Signalized North Anoroach (SB) \VestAooroach(EB) East Aeeroach (WB) I I I I I I I I "-) Pagel of3 · 15 min Total min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U~Trn Thru Rii:iht Peds Vehicles Peds 6:15 AM 6:30AM 6:45AM 7:00AM 7:15AM 7_:30AM 7:45AM 8:00AM * 8:15 AM * 8:30AM * 8:45AM * 9:00AM Max. 15 min. Pk. Hr. Vol. 7:45 AM Peak 8:45 AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45 PM 5:00 PM * 5:15 PM * 5:30 PM * 5:45 PM * 6:00PM 6:15 PM 6:30 PM Max .. 15 min. Pk. Hr, Vol. 4:45 PM Peak 5:45 PM Hour 17 11 28 36 34 57 57 104 87 63 73 68 104 327 29 28 24 22 25 31 26 28 29 17 18 19 31 114 0 65 0 0 0 78 1 0 0 130 8 0 0 166 0 0 0 154 .o 0 0 267 0 0 0 209 0 0 0 311 2 0 0 250 2 0 l 233 0 0 0 250 0 0 0 216 0 0 1 311, 8 o. I 1044 4 0 Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 0 238 r 0 0 238 1 0 i 214 0 0 0 217 0 0 0 215 1 0 0 237 0 0 I 233 0 0 I 218 l 0 0 229 0 0 1 193 0 0 0 216 0 0 0 201 0 0 1 238 1 0 2 917 1 0, Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2414 1 0 0 0 0 0 0 0 0 0 0 0 0 0 o. 3084 Note: Southbound approach open to construction traffic only 94 18 0 113 32 0 182 23 0 190 44 0 204 31 2 178 38 l i73 33 0 213 44 1 181 45 0 200 33 0 180 20 0 173 · 31 0 213 45 2 774 142 1 Peak Hr. Factor 203 8 0 242 17 1 262 6 2 242 21 3 255 8 0 293 13 0 288 21 1 398 6 0 349 6 0 325 5 1 . 208 7 1 224 14 0 398 21 .3 1328 46 I Peak Hr: Factor 4 0 0 4 1 0 0 Q 0 0 202 l 2· 0 0 9 0 0 0 0 0 0 246 0 4 0 0 9 0 0 0 0 0 0 384 0 8 0 0 15 0 0 0 0 0 0 459 0 3 0 0 14 0 0 0 0 0 0 440 2 6 l 0 16 0 0 0 0 0 0 563 1 10 0 0 7 0 0 0 0 0 0 489 0 11 0 0 15 0 0 0 0 0 0 700 1 19 0 0 14 0 0 0 0 0 0 598 0 8 0 0 20 0 0 0 0 0 0 558 0 17 0 0 18 0 0 0 0 0 0 558 0 20 0 0 11 0 0 0 0 0 0 519 0 20 1 0 20 1 0 0 0 0 0 700 2 55 0 0 67 0 0 0 0 0 0 2414 1 0.86 35 0 0 54 0 0 0 0 0 0 568 0 49 0 0 67 0 0 0 0 0 0 642 1 35 0 0 64 0 0 0 0 0 0 606 2 42 0 0 86 0 0 0 0 0 0 630 3 36 0 0 73 1 0 0 0 0 0 613 1 45 0 0 114 0 0 0 0 0 0 733 0 56 0 0 138 0 0 0 0 0 0 763 1 67 0 0 119 0 0 0 0 0 0 838 0 32 0 0 105 0 0 0 0 0 0 750. 0 28 0 0 91 0 0 0 0 0 0 660 l 22 0 0 87 0 0 0 0 0 0 558 1 14 0 0 54 0 0 0 0 0 0 526 0 67 0 0 138 I 0 0 0 0 0 838 3 200 .· 0 0 476 0 .o 0 0 0 o. 3084 I . 0.92 -•• • • ) -• • • • • -.. -• -Ill -• El Camino Real at ·Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB} 7:45 AM to 8:45 AM Left Thru Right Lane Inside 1 1 . Config -(left) 2 1 urations 3 I 4 1 5 6 Outside 7 Free-flow Lane S~ttings 2 2 Capacity 3600 4000 Are the North/South phases split (YIN)? Are the East/Westphases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 328 1044 Adjusted Hourly Volume. 328 1048 Utilization Factor 0.09 0.26 Critical Factors 0.26 ICU Ratio = 0.40 0 0 N N 4 4 0.00 LOS= North Aoor (SB) West Aeer (EB} Left Thru Right Left Thru Right 1 1 1 1 I I 1 0 3 0 2 0 1 0 6000 0 3600 0 1800 0 774 142 55 0 67 0 916 0 55 0 67 0.00 0.15 0.00 0.02 0.00 0.04 0.00 0.04 A Page 2 of3 East Aeer (WB} Left Thru Right 0 0 0 0 0 0 0 0 o. 0 0 0 0.00 0.00 0.00 0.00 -• ·_) Turning Movements at Intersec~ion of: El Camino Real and Camino Vida Roble -Time: 7:45 AM • to 8:45 AM North Approach El Camino Real Date: 07/13/06 -Day : Thursday 2015 Total. • Name: Sarah, Scott 916 1099 Subtotals 0 --w Sub-142 774 0 Sub - Totals. totals J t ~ totals Totals e -s --A 469 _j L 591 0 55 t 0 122 0 ~ +-0 0 67 -. r 0 0 4 North • p p r 4 ' t r -328 1044 4 Camino Vida Roble • 1 Subtotals 842 1376 -Total 2218 • -~) South Approach Note: Left-turn volumes include U-tums. U-tums in bold. -Note: Southbound approach open to construction traffic only -- E a s A p p .. .. • • . --~) -• -• ... ill ---• -• -• El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB) 4;45 PM to 5:45 PM ~ Thru Right Lane Inside 1 1 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(Y/N)? Are the East/West phases split (YIN)? Efficiency Lost Factor O .I 0 HourlyVolume 116 917 Adjusted Hourly Volume 116 918 Utilization Factor 0.03 0.23 Critical Factors 0.03 ICU Ratio = 0.62 0 0 N N 1 0 0.00 LOS= North Annr (SB) West Aeer (EB) Left Thru Right Left Thru Right 1 1 - 1 1 1 1 1 0 3 0 2 0 1 0 6000 0 3600 0 1800 0 1328 . 46 · 200· 0 476 0 1374 0 200 0 476 0.00 Q.23 0.00 0.06 0.00 0.26 0.23 0.26 B Page 3 of3 East Aeer (WB) Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 -• .J Turning Movements at Inters~ction of: El Camino Real and Camino Vida Roble -.. -.. --w e -s --A p .. p ---.. --) ---- Time : 4:45 PM to 5:45 PM Date : 07 /13/06 Day : Thursday Name: Sarah, Scott Sub - Totals totals 160 836 676 0 Subtotals Total 200 0 476 North Approach 2491 1374 0 46 1328 0 I ~ ~ +J _J ~ t -. North ~ t r 116 917 2 1806 1034 2840 South Approach Note: Southbound approach open to construction traffic only El Camino Real Total 1117 Subtotals Sub- totals Totals L 0 ~ 0 0 + 0 0 Camino Vida Roble Note: Left-turn volumes include U-turns. U-turns in bold. E a s A p p 1111111 Ill " ••• I CITY OF CARLSBAD TRAFFIC MONITORING P·ROGRAM· SUMMER2006 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: El Camino Real & Cassia Road Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and P::,ige 2 Turn Movement Diagram · P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING COMPANY Transportation Division f 1 I I I I I J I I I I f J. I I I I. I I I_I I' ·1 I I I I I I I I I I I I I I ( ) '....__/ u <_) RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad .Intersection of: N/S Street : El Camino Real E/W Street : Cassia Road Count Date: 07/13/06 End of 15 Day : Thursday Weather: Sunny South Aooroach (NB) File: 2006Int#l2 Data Collected by : Art, Carlos Traffic Control : Signalized North Aooroach (SB) West Approach (EB) min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right. Peds 6:15 AM 6:30AM 6:45AM 7:00AM 7:15 AM 7:30AM 7:45AM 8:00AM * 8:15 AM * 8:30AM * 8:45AM * 9:00AM Max. 15 min. Pk. Hr. Vol. 7:45AM Peak 8:45 AM Hour 3:45 PM 4:00 PM 4:15 PM 4:30PM 4:45 PM 5:00PM 5:15 PM * 5:30PM * 5:45 PM * 6:00 PM * 6:15.PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 5:00 PM ·Peak 6:00 PM Hour 5 5 6 8 18 13 17 14 l3 25 11 11 25 63 9. 27 39 19 30 34 21 23 29 37 18 41 41 110 I 60 0 0 I 63 0 0 0 90 0 0 0 142 0 0 0 140 0 0 0 191 0 0 0 222 O· 0 0 268 0 0 0 292 0 0 0 250 0 0 0 236 0 0 0 256 0 0 I 292 0 0 0 1046 0 0 Intersection Traffic in Pk. Hr. .Intersection Pdstms in Pk. Hr. 0 132 0 0 3 236 0 0 0 210 0 0 0 191 0. 0 0 199 0 0 0 205 0 0 I 214 0 0 2 218 0 0 0 203 0 0 0 228 0 0 0 183 0 0 0 193 0 0 3 236 , 0 0 3 863 0 0 Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 I 0 0 0 I 2 2 0 2. 5 2378 0 I 0 I 0 0 0 I 0 0 0 ·2 0 2 I 2908 2 8 4 0 25 0 0 2 0 79 6 0 24 0 0 9 0 ll8 12 0 23 0 0 16 0 146 15 0 27 0 0 22 0 184 18 0 54 0 0 18 0 207 20 0 64 0 0 23 0 202 19 0 67 0 0 38 0 187 17 0 65 0 0 28 0 191 18 0 85 0 0 28 0 201 14 0 67 0 0 29 0 202 28 0 76 0 0 28 0 191 16 0 63 0 0 34 0 207 28 0 85 0 0 38 0 781 77 0 293 0 0 113 0 Peak Hr. Factor 0.95 145 5 0. 44 0 0 22 0 281 41 0 28 0 0 15 0 254 36 0 30 0 0 21 0 296 40 0 38 0 0 31 b 306 37 I 25 0 0 19 0 277 ·59 0 21 0 0 14 0 351 38 l 26 0 0 14 0 395 73 0 19 0 0 24 0 381 59 0 37 0 0 45 0 366 63 l 24 0 0 16 0 251 53 0 33 0 0 37 0 224 49 0 31 0. 0 28 0 395 73 l 44 0 0 45 0 1493 233 2 106 o· 0 99 0 Peak Hr. Factor -0.96 Page·l of3 East Al!l!roach (WB}. 15 min Total Left U-Trn Thru Right Peds Vehicles Peds 0 0 0 0 0 105 0 0 0 0 0 0 187 0 0 0 0 0 0 265 0 0 0 0 0 0 362 0 0 0 0 0 0 433 0 0 0 0 0 0 518 0 0 0 0 0 0 565 0 0 0 0 0 0 579 0 0 0 0 0 0 628 0 0 0 0 ·O 0 588 0 0 0 0 0 0 583 0 0 0 0 0 0 571 0 0 0 0 0 0 628 0 0 0 0 0 0 2378 0 0 0 0 0 0 358 0 0 0 0 0 0 631 0 0. 0 0 0 0 591 0 0 0 0 0 0 615 0 0 0 0 0 0 616 I 0 0 0 0 0 610 0 0 0 0 0 0 666 I 0 0 0 0 0 754 0 0 0 0 0 0 754 0 0 0 0 0 0 734 l 0 0 0 0 0 577 0 0 0 0 0 0 566 0 0 0 0 O· 0 754 I 0 0 0 0 0 2908 2 • • -• .. • -• -• • • .. • .. 111111 -II --• • • .. ... ...... .. .. .. .. • - Ill .. -,.. 111111 ') El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB} 7:45 AM to 8:45 AM Left Thru ~ Lane Iriside 1 1 Config -(left) 2 1 urations 3 1 .. 4 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 HourlyVolume 63 1046 Adjusted Hourly Volume 63 1046 Utilization Factor 0.04 0.26 Critical Factors 0.26 ICU Ratio = 0.52 0 0 N N 0 0 0.00 LOS= North Aoor (SB) West Aeer (EB) Left Thru Right Left Thru ~ 1 1 1 1 1 1 1 1 3 0 1 0 1 1800 6000 0 1800 0 1800 5 781 77 293 0 113 5 858 0 293 0 113 0.00 0.14 0.00 0.16 0.00 0.06 0.00 0.16 A Page 2 of3 East Aeer (WB) Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 · 0.00 0.00 0.00 ~) Turning Movements at Intersection of: El Camino Real and Cassia Road Time: 7:45 AM to 8:45 AM North Approach Date: 07/13/06 Day : Thursday Name: Art, Carlos Sub -77 To~ totals J w e 140 _j s 546 0 293 t 406 0 ~ 113 -. A p p ' r 63 0 Subtotals 894 Total 2003 -~) South Approach 2207 863 5 781 5 t ~ t North t r 1046 0 1109 El Camino Real 1344 L 0 ~ 0· r 0 Total Subtotals · Sub- totals Totals 0 0 0 0 Cassia Road Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r -• -• ) • • -• -• --•• • .. • -.. El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AEEr (NB} 5:00PM. to 6:00PM ~ Thru Right Lane Inside 1 1 Config -(left) 2 1 urations 3 1 4 5 .6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 . 4000 Are the.North/South phases split (YIN)?· Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 113 863 Adjusted Hourly Volume 113 863 Utilization Factor 0.06 0.22 Critical Factors 0.06 ICU Ratio = 0.51 0 0 N N· 0 0 0.00 LOS= North Appr (SB) WestAEQr(EB} Left Thru Right Left Thru Right 1 1 1 1 1 1 1 J 3 0 1 0 1 1800 6000 0 1800 0 1800 1493 233 106 0 99 1 1726 0 106 0 99 0.00 0.29 0.00 0.06 0.00 0.06 0.29 0.06 A Page 3 of3 East AQEr (WB) Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 : /) Turning Movements at Intersection of: El Camino Real and Cassia Road -• -• --w e ""' s -t -A p -p r -.. ---_) --- Time: 5:00 PM to 6:00 PM Date: 07/13/06 Day: Thursday Name: Art, Carlos Sub- To~ totals 343 · 548 205 0 Subtotals Total 106 o. 99 North Approach 1727 233 1493 J +· _j -->-t -. North i t 113 863 3 1595 976 2571 South Approach 2697 1 1 L.. r 0 El Camino Real 970 L 0 ..__ 0 r 0 0 Total Subtotals Sub- totals 0 0 Cassia Road Totals 0 Note : Left-turn volumes include U-tums. U-turns in bold: E a s A p p r -• fl!. • - • • • CITY OF CARLS.BAD TRAFFIC MONITORING PROGRAM SU:MMER 2006 . INTERSECTION ANALYSIS SUMMARY · Intersection Number: 13 Intersection Location: El Camino Real & Poinsettia Lane Contents: Turn Move~ent Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram TM RICK ENGINEERING COMPAN.Y Transportation Division · I I I I I I I I I I I I I I I 'i I I I I I I I I 1. I I I I I I l I I I I I I ( ) "'-"' u \ ' ) \..__,- RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : El Camino Real E/W Street : Poinsettia Lane Count Date: 07/20/06 End of 15 Day : Thursday Weather: Sunny South Annroach (NB) File : 2006 Int# l 3 Data Collected by : Joe, Raul Traffic Control : Signalized North Aooroach (SB) West Aooroach (EB) min. prd. Left U-Ttn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 6:15AM 6:30AM 6:45AM 7:00AM 7:15 AM 7:30AM 7:45AM * 8:00AM * 8:15 AM * 8:30AM * 8:45 AM 9:00AM Max. 15 min. Pk. Hr. Vol. 7:30AM Peak 8:30AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45 PM 5:00PM * 5:15 PM * 5:30 PM * 5:45 PM * 6:00PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. · 4:45 PM Peak 5:45 PM Hour 0 0 1 0 0. 1 0 0 .I 2 1 15 15 3 0 2 4 2 1 0 6 3 3 3 0 1 6 12 5 57 12 1 0 84 21 1 3 118 30 3 3 151 27 0 3 132 34 1 3 192 24 0 l 239 39 0 2 309 58 · 1 5 247 70 0 3 241 34 0 7 200 27 0 7 260 25 0 7 309 70 3 11 1036 201 1 Intersection Traffic in: Pk'. Hr. Intersection Pdstrns in Pk. Hr. 5 211 38 0 3 210 30 1 6 235 32 0 3 233 43 2 1 197 24 -0 1 240 36 0 4 256 47 0 1 231 41 1 0 218 38 0 3 192 41 1 4 222 55 0 3 185 34 I 6 256 55 2 6 945 162 1 Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 5 IO 15 25 13 26 30 23 26 12 23 10 30 91 31 30 36 51 32 29 62 90 61 37 36 32 90. 242 0 3 4 7 2 3 3 1 . 3 4 2 0 7 11 2479 4 0 1 0 0 2 0 0 1 0 0 0 0 ,2 1 ---. 3334 5 80 0 1 2 0 0 0 3 126 0 0 0 0 0 0 1 147 0 0 1 0 0 0 1 221 1 2 .2 0 0 1 0 219 0 0 3 0 1 1 1 229 0 3 4 0 2 1 0 185 1 0 2 0 2 0 0 187 1 0 1 0 1 2 I 213 2 0 0 0 1 3 0 185 3 0 5 0 2 3 0 234 1 6 3 0 2 2 4 256 0 0 1 0 0 0 0 256 3 6 5 0 2 3 4 770 7 0 8 0 6 8 1 Peak Hr. Factor 0.90 302 5 0 4 0 0 3 0 289 6 0 2 0 0 0 1 380 6 1 8 0 0 3 1 376 7 0 3 0 1 4 0 346 5 0 7 0 1 3 1 377 9 0 ·3 0 0 3 0 426 6 0 1 0 0 1 0 457 ·2 1 2 0 0 3 3 435 . 5 0 2 0 0 3 0 339 10 1 0 0 0 4 0 319 7 1 3 0 0 5 0 233 6 0 5 1 2 1 0 : 457 IO 1 8 1 2 5 3 1695 22 1 8 0 0 IO 3 Peak Hr. Factor 0.93 Page 1 of3 East Approach (WB) 15 min-Total Left U-Trn Thru Right Peds Vehicles Peds 22 0 0 7 2 190 7 27 0 l 8 1 280 3 19 0 0 16 0 354 4 27 0 0 20 3 485 5 42 0 0 28 0 478 2 31 0 2 27 0 545 3 52 0 1 25 0 580 0 51 0 .o 53 0 689 2 33 0 2 30 2 636 2 38 0 2 40 0 574 0 .32 0 0 29 0 563 IO 48 0 0 27 0 649 0 52 0 2 53-3 689 10 174 0 5 148 2 2479 4 47 0 2 25 0 673 0 22 0 1 29 0 625 2 26 0 3 17 0 756 2 21 0 0 24 0 768 2 25 0 0 18 0 662 1 30 0 1 18 0 747 0 38 .. 0 1 16 0 864 0 39 0 2 21 0 893 5 44 0 2 19 0 830 0 29 0 0 16 1 674 3 26 0 1 6 0 684 1 24 0 0 IO 0 537 1 47° 0 3 29 1 893 . 5 151 0 6 74 0 3334 5 -~-"-··-~-- • • -· -~) -• -• .. • .. • .. .. -• -- El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB} 7:30AM to 8:30AM Left Thru ---- Lane Inside 1 1 Config 0 (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3609 6000 Are the North/South phases split (YIN)? Are.the East/West phases splft (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 14 1036. Adjusted Hourly Volume 14 1036 Utilization Factor 0.00 0.17 Critical Factors 0.1.7 ICU Ratio = 0.35 Right 1 1 1800 N N 201 201 0.11 LOS= North Appr (SB) West Aeer (EB} Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 1 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 102 770 7 8 6 8 102 770 7 8 14 0 0.03 0.19 0.00 0.00 0.00 0.00 0.03 0.00 A Page2 of3 East Aeer {WB} Left Thru Right 1 1 1 1 1 2 2 0 3600 4000 · 0 174 5 148 174 153 0 0.05 0.04 0.00 0.05 : '_) Turning Movements at Intersection of: EI Camino Real and Poinsettia Lane -Time : 7:30 AM • to 8:30AM North Approach EI Camino Real Date: 07/20/06 -Day : Thursday 2082 Total • Name : Joe, Raul. 879 1203 Subtotals 11 -Sub-7 770 102 Sub--w To~ totals j + L. totals· Totals e -s --A 15 _t L 37 0 8 148 22 6 --+ t .. 5 327 8 t r 174 0 625 North -p p r - 298 i t r 14 1036 201 Poinsettia Lane -11 Subtotals 963 1251 -Total 2214 -.... -) __.. South Approach Note: Left-tumvolumes include U-tums. U-tums in bold . •• -.. E a s t A p p r -• ,. .. -) ~ ill -.. .. • -• -• -• -• El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB} 4:45 PM to 5:45 PM Left Thru Right Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 18 945 Adjusted Hourly Volume 18 945 Utilization Factor 0.01 0.16 Critical Factors 0.01 ICU Ratio = 0.57 1 1 1800 N N 162 162 0.09 LOS= North Appr (SB) West Aeer (EB2 · Left Thru Right Left Thru Right 1 1 1 1 1 l 1 1 1 1 2 2 1 2 2 O· 3600 4000 1800 3600 4000 0 243 .1695 22 8 0 10 243 1695 22 8 10 0 0.07 0.42 O.Ql 0.00 0.00 0.00 0.42 0.00 A Page 3 of3 East Aeer {WB} Left Thru Right 1 1 1 1 1 2 2 0 3600 4000 0 151 6 74· 151 80 0 0.04 0.02 0.00 0.04 : (--) Turning Movements at Interse~tion of: El Camino Real and Poinsettia Lane -Time : 4:45 PM • to 5:45 PM Date: 07/20/06 -Day : Thursday • Name : Joe, Raul -Sub- Totals totals • w e 40 -s 58 0 8 -18 0 10 -A -p p r -• Subtotals -Total .. --~) .. -.. North Approach 2988 1960 1 22 1695 243 J t L~ _t ~ t • North i t r 18 945 162 6 1862 1125 2987 South Approach . El Camino Real 1028 t 74 ... 6 r 151 Total Subtotals Sub - totals Totals 231 0 635 404 Poinsettia Lane Note : Left-tum volumes include U-tums. U-turns in bold . E a s A p p r • I I ii I • I • CITY OF CARLSBAD TRAFFIC MONITORING PRO.GRAM SUMMER 2006 · . INTERSECTION ANALYSIS SUMMARY · Intersection Number: 14 Intersection Location: El Camino Real & Dove Lane Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING COMPANY Transporr.ation Division I I I I I I 11 I I I I I I I I 11 11 11 II 11 • I 11 I I 11 11 11 u u \_) RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : El Camino Real E/W Street : Dove Lane Count Date: 07/20/06 End of 15 min. prd. 6:15 AM 6:30AM 6:45.AM 7:00AM 7:15 AM 7:30AM 7:45AM 8:00AM * 8;15 AM * 8:30AM * 8:45AM * 9:00AM Max. 15 min. Pk. Hr. Vol. 7:45 AM Peak 8:45 AM Hour 3:45PM 4:00PM 4:15 PM 4:30 PM 4:45PM 5:00 PM * 5:15 PM * 5:30PM * 5:45 PM * 6:00PM 6:15 PM 6:30PM Max. 15 min. Pk. Hr. Vol. 4:45 PM Peak 5:45 PM Hour Day : Thursday \Veather: Sunny South Approach (NB) . Left U-Tm Thru . Right Peds I 0 1 3 5 2 3 4 2 3 9 4 9 18 19 20 30 18 18 17 14 24 16 21. 16 15 30 71 1 44 1 0 0 58 1 0 2 133 6 0 0 20.6 2 0 1 181 0 1 0 215 0 0 0 279 5 2 1 280 I 1 0 257 2 0 0 258 l 0 1 309 2 0 0 209 5 0 2 309 6 2 2 1104 6 I Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 4 159 3 I 9 191 8 0 4 209 4 0 0 212 8 I 0 164 7 .o I 214 9 0 5 213 11 0 5 177 8 I 2 212 6 0 5 197 14 0 4 220 I 0 3 178 9 0 9 . 220 14 1 13 816 34 1 Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. File : 2006 Int# 14 Data Collected by : Sam, Tyler Traffic Control : Signalized North Aaaroach (SB) West APoroach (EB) Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds 3 5 7 6 8 6 17 4 7 3 12 15 17 26 14 18 16 19 21 11 20 19 16 19 23 IO 23 66 0 0 0 0 0 0 2 0 2 1 0 0 2 3 2155 2 8 6 6 4 2 1 3 2 4 6 4 0 8 IO ---3068 11 100 135 141 220 246 203 218 205 209 209 215 209 246 838 249 277 340 318 274 332 351 371 403 312 296 199 403 1457 4 0 8 0 11 0 5 0 14 o-· 12 0 5 0 1 0 14 0 13 0 19 0 22 0 22 0 47 0 Peak Hr. Factor 23 0 48 0 32 0 47 0 35 0 46 0 40 1 47 0 46 I 33 0 31 0 35 0 48 l 179 2 Peak Hr. Factor 3 o· 1 1 0 2 o. 1 2 1 6 0 2 2 0 3 0 0 1 I 11 0 I 2 2 3 0 0 0 O· 19 0 i 1 0 12 0 0 1 0 3 0 3 2 0 11 0 0 0 0 12 0 4 2 0 15 0 I 5 I 19 0 4 5 2 38 0 7 5 0 0.89 44 0 1 12 I 26 0 6 26 0 45 0 9 18 0 27 0 6 15 4 • 34 0 6 18 0 35 0 7 25 2 29 0 6 32 5 44 0 7 15 1 28 . 0 6 24 0 35 0 7 25 l 25 0 3 27 · I 33 0 5 23 0 45 0 9 32 5 136 0 26 96 8 Q.95 Page 1 of3 East A(!(!roach (WB} 15 min Total Left U-Trn Thru Right Peds Vehicles Peds 5 0 1 3 1 168 1 6 0 1 13 0 232 l 7 0 0 10 0 328 0 2 0 1 4 0 453 1 5 0 1 14 1 489 4 4 0 2 6 0 453 0 7 0 1 8 ·o 566 2 3 0 1 4 . 0 517 1 7 0 i 11 0 520 0 13 0 2 2 1 516 l 12 0 I 4 0 602 0 11 0 2 11 0 509 1 13 0 2 14 l 602 4 35 p 5 21 1 2155 2 16 0 5 9 0 566 . 2 15 0 4 11 0 665 0 14 0 5 9 0 741 0 20 0 5 7 I 706 6 11 0 8 8 0 606 0 14 0 13 11 0 736 2 20 0 6 16 0 766 6 18 ·2 4 16 0 759 2 25 0 9 10 0 807 l 15 0 8 9 0 706 l 21 0 12 12 l 695 2 19 -0 6 13 0 548 0 25 i ' 13 16 l 807 6 77 2 32 53 0 3068 11 -------) -/ ------• -• -.. --- El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AEer (NB2 7:45 AM to 8:45 AM Left Thru ---- Lane Inside 1 1 Config-(left) 2· 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/Soutl:t phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 20 1104 Adjusted Hourly Volume 20 1110 Utilization Factor 0.01 0.19. Critical Factors 0.19 ICU Ratio = 0.34 Right 1 0 0 N N 6 0 0.00 LOS= North Aoor (SB) West AeEr (EB2 Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1800 6000 0 1800 2000 0 29 838 47 38 7 5 29 885 0 38 12 0 0.02 0.15 0.00 0.02 O.DI 0.00 0.02 0.02 A Page 2 of3 East Aeer (WB} Left . Thru Right 1 1 1 - 1 1 0 1800 2000 0 35 5 21 35 26 0 0.02 0.01 0.00 0.01 • .· /]Turning Movements at Intersection .of: El Camino Real and Dove Lane ------w e -s .. t -A .. p p r ------~) --- Time: 7:45 AM to 8:45 AM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Totals 120 Sub - totals 70 50 0 Subtotals Total 38 7 5 North Approach 914 · 47 838 J + _j -->-t -. North ~ t 20 1104 2 880 1130 2010 South Approach 2080 J 29 ~ r 6 El Camino Real 1166 L 21 ~ 5 r 35 0 Total Subtotals Sub- totals 61 39 Dove Lane Totals 100 Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p ---• ) -• -• -• -• -• .. • --- El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer CN:B} 4:45 PM to 5:45 PM ~ Thru. Right Lane Inside 1 1 Config -(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 84 816 Adjusted Hourly Volume · 84 850 Utilization Factor 0.05 0.14 Critical Factors 0.05 ICU Ratio = 0.54 1 0 0 N N 34 0 0.00 LOS= North Aoor (SB) West Aeer (EB} Left Thru Right Left . Thru Right 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1800 6000 0 1800 2000 0 '76 1457 179 D6. 26 96 76 1636 0 139 122 0 0.04 0.27 0.00 0.08 0.06 0.00 0.27 0.08 A Page3 of3 . East Aeer {WB} Left Thru Right I 1 1 1 1 0 1800 2000 0 79 32 53 79 85 0 0.04 0.04 0.00 0.04 • 1 /) Turning Movements at Intersection of: El Camino Real and Dove Lane -• Time : 4:45 PM to 5:45 PM Date: 07/20/06 -Day : Thursday • Name : Sam, Tyler -Sub - • Totals totals w -e 282 s 540 0 136 .. 258 26 96 -.A -p p -r -Subtotals -Total .. -_) .. -- North Approach 2727 1712 10 179 1457 76 J ·+ ~ _j _. t .. North ' t r 84 816 34 13 1643 934 2577 South Approach El Camino Real 1015 t 53 4111 32 .. 79 Total Subtotals Sub- totals . Totals 164 2 292 128 Dove Lane Note : Left-tum volumes include U-turrts. U-turns in bold . E a s A p p r -• "' I CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER2006 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: El Camino Real & Alga Road I A viara Parkway Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram TM RICK ENGINEERING COMPANY Transportation Division I I I I I ·1 I I I I I I I I I I I I ·I I I' I I I I I I I I I I I I I I I I I ( i \._..,I u RICK ENGINEERING·TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : · El Camino Real Count Date: 07/20/06 End of 15 E/W Street : Alga Road/ Aviara Parkway Day : Thursday Weather: Sunny South Approach (NB) File: 2006 Int #15 Data Collected by : Matt (AM), Sarah, Scott Traffic Control : Signalized North Aooroach (SB) West Aooroach (EB) East Aeeroach (WB} Pagel of3 ) \J 15 min Total min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds rv ehides Peds 6:15AM 6:30AM 6:45AM 7:00AM 7:15 AM 7:30AM 7:45AM 8:00AM * 8:15 AM ·* 8:30AM * 8:45AM * 9:00AM Max. 15 min. Pk. Hr. Vol. 7:45 AM Peak 8:45 AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45PM 5:00PM 5:15 PM * 5:30PM * 5:45 PM * 6:00PM * 6:15 PM 6:30PM Max. 15 min. Pk. Hr. Vol.. 5:00 PM Peak 6:00PM Hour 6 17 18 17 20 25 27 51 46 55 55 68 68 207 92 83 80 91 94 79 87 122 84 79 68 95 122 372 0 49 16 0 8 0 84 35 2 8 0 136 51 1 .9 0 133 44. 0 0 116 44 l 0 150 55 2 0 218 37 1 0 272 51 0 0 244 78 1 0 194 61 0 0 206 54 2 0 194 42 0 0 272 78 2 0 916 244 3 Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 0 178 116 2 0 151 132 0 0 205 134 0 0 229 100 0 0 198 123 0 1 187 140 0 0 233 153 0 0 225 142 0 0 174 118 0 0 204 168 0 0 208 165 0 0 165 139 I l 233 168 2 0 836 581 0 Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hi;. 11 18 20 15 17 11 24 12 · 20 24 64 36 38 37 45 36 40 55 68 54 29 42 44 68 206 0 0 0 0 0 l 0 0 0 0 0 0 1 0 3885 14 2 3 0 0 0 1 3 2 0 3 3 I .3 8 ----5075 13 91 127 147 181 221 199 191 203 203 163 196 193 221 765 2ll 266 285 276 295 292 361 320 375 332 229 215 375 1388 7 0 8 7 0 3 5 0 IO 15 2 5 15 0 14 18 1 12 17 0 16 II 0 23 21 0 25 16 0 15 15 0 22 17 0 15 21 2 25 63 0 85 Peak Hr. Factor 18 0 8 32 2 19 16 0 23 17 0 21 22 0 14 27 0 25 27 0 15 12 0 13 33 l 17 27 0 18 31 0 28 18 0 22 33 2 28 99 I 63 Peak Hr. Factor 0 IO 1.6 0 80 0 32 8. 2 331 2 0 7 23 0 104 0 41 8 l 464 3 0 16 30 0 116 l 69 11 4 619 5 1 27 42 0 139 0 41 15 3 671 5 0 17 · 49 0 140 l 68 17 2 ·740 3 1 34 60 0 139 l 73 21 0 809 3 0 39 49 0 163 0. 96 29 1 897 2 1 40 60 0 175 1 93 36 2 1034 2 1 33 65 0 136 3 81 28 l 975 2 0 62 85 0 163 2 88 20 4 948 4 0 41 82 1 131. .1 91 22 3 928 6 0 41 61 0 163 0 86 24 2 924 2 1 62 85 1 175 3 96 36 4 1034 6 2 176 292 1 605 7 353 106 10 3885 14 0.94 2 53 70 0 93 5 56 14 I 954 3 0 87 69 0 101 5 69 14 5 1069 7 0 83 95 0 82 3 64 24 2 1131 2 0 71 104 0 73 2 60 24 l 1113 l 0 60 70 0 75 l 60 14 5 1062 5 0 81 109 0 '!)7 1 68 19 1 ll67 1 0 71 77 0 96 4 58 10 5 1250 5 0 134 123 0 82 2 69 14 3 1328 3 0 127 107 0 98 3 .57 18 0 1265 1 1 116 88 0 86 I 59 21 4 1232 4 1 88 80 0 73 5 48 21 0 1090 0 0 72 57 2 93 2 55 16 2 994 5 2 134 123 2 101 5 69 24 5 1328 7 I 448 395 0 362 10 243 63 12 5075 13 0.96 1111 • • • • --~) .. -.. • .. .. • • • .. 1111 • • .. • .. • -.. -• -.. -• -•· -__ ) --- El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB2 7:45 AM to 8:45 AM Left Thru ---- Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 I 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 207 916 Adjusted Hourly Volume 207 916 Utilization Factor 0.06 · 0.15 Critical Factors 0.06 ICU Ratio = 0.63 Right I I 1800 N N 244 0 0.00 LOS= North Annr (SB) Left Thru Right 1 1 1 l 1 1 2 3· 0 3600 6000 0 '64 765 63 64 828 0 0.02 0.14 0.00 0.14 B Page 2 of3 West Aeer (EB 2 East Aeer (WB 2 Left Thru Right Left Thru Right 1 1 . 1 1 1 1 1 1 I I 2 2 I 2 2 0 3600 4000 1800 3600 4000 0 87 176 292 612 353 106 87 176 292 612 459 0 0.02 0.04 0.16 0.17 0.11 0.00 0.16 0.17 Turning Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Time : 7:45 AM to 8:45 AM North Approach Date : 07 /20/06 Day : Thursday Name : Matt (AM), Sarah, Scott 892 Sub-63 765 w To~ totals J i e s A 625 _t 1180 2 87 555 176 __... t 292 -. North p p r ' t 207 916 0 Subtotals 1662 1367 Total 3029 South Approach 1999 0 64 ~ r 244 El Camino Real 1107 L 106 ~ 353 r 612 Total Subtotals Sub- totals Totals 1071 7 1562 491 Alga Road/Aviara Parkway Note : Left-turn volumes include U-tums. U-turns in bold. E a s A p p r -• -• ~) ,. ___ /' -• .. • -• • • • • -• -• -• -• ----------') ---·' -·-- El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Aeer (NB} 5:00 PM to 6:00PM . Left Thtu Right Lane Inside 1 1 Config ~ (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 372 836 Adjusted Hourly Volume 372 836 Utilizatiori Factor 0.10 0.14 Critical Factors 0.10 ICU Ratio = 0.77 1 1 1800 N. N 581 209 0.12 LOS= North Aoor (SB) Left Thru Right 1 1 1 1 1 1 2 3 0 3600 6000 0 214 1388 99 214 1487 0 0.06 0.25 0.00 0.25 C West Aeer (EB} East Aeer {WB} Left Thru Right Left Thru Right I I ' I I l I 1 1 1 1 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 64 448 395 372 243 63 64 448 395 372 306 0 0.02 0.11 0.22 0.10 0.08 0.00 0.22 0.10 Turning Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Time : 5 :00 PM to 6:00 PM North Approach Date: 07/20/06 Day : Thursday Name : Matt (AM), Sarah, Scott Sub-99 To~ totals j w e 715 _t s 1622 1 64 907 448 -+ 395 t A p p ~ 372 0 Subtotals 2145 Total 3934 . South Approach 2671 1701 8 1388 214 i l t North t r 836 581 1789 El Camino Real 970 t 63 .... 243 r 372 Total Subtotals Sub- totals Totals 678 10 1923 1245 Alga Road/Aviara Parkway Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p. r -• M • I CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM su,MMER 2006 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: Poinsettia Lane & Aviara Parkway Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis· and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram , .. RICK ENGINEERING COMPANY Transportation Division I I I t 11 II 11 II II II II II II II II II II II II II II ( j "-._../. u \'<..__) RICK ENGINEERING TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street: AviaraParkway E/W Street : Poinsettia Lane Count Date: 08/08/06 End ofl5 Day : Tuesday Weather : Sunny South Annroach (NB) file : 2006 Int #40 Data Collected by : Matt, Mark Traffic Control : Signalized North Annroach (SB) West Annroach (EB) min. prd. Left U-Tm Thru Rilzht Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds 6:15 AM 6:30AM 6:45 AM 7:00AM 7~15 AM 7:30AM 7:45AM 8:00AM * 8:15 AM * . 8:30AM * 8:45 AM * 9:00AM Max. 15min. Pk. Hr. Vol. 7:45 AM Peak 8:45 AM Hour 3:45 PM 4:00PM 4:15 PM 4:30PM 4:45PM 5:00PM 5:15 PM * 5:30PM * 5:45PM * 6:00PM * 6:15 PM 6:30PM Max. 15 min. Pk. Hr. Vol. 5:00PM Peak 6:00PM Hour 28 36 58 63 58 59 58 60 64 70 58 53 70 252 74 76 68 67 66 71 89 71 78 77 55 85 89 315 0 8 0 2 I 15 0 0 0 22 I 0 o. 24 0 0 0 21 2 0 0 37 0 3 0 32 I 0 0 75 1 1 0 58 0 0 0 47 1 0 0 48 0 .0 0 43 0 . 0 I 75 2 3 0 228 2 I Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hi;. 0 54 I 0 0 46 0 0 o· 45 3 0 0 37 0 0 0 52 I 0 0 53 J 0 0 41 4 0 6 44 5 0 0 48 I 0 0 54 0 0 0 39 I 0 0 33 I 0 6 54 5 0 6 187 10 0 Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. I I 3 . 2 I 7 1 6 8 3 4 5 5 5 8 17 18 10 11 12 12 12 17 20. 24 26 16 11' •. 26 87 I 0 0 0 0 0 0 0 0 I 2 0 1998 3 0 0 0 I 0 I 0 0 2 0 0 0 2 2 2465 4 8 15 2 18 I 11 20 0 5 5 0 11 0 J6 17 I 10 14 2 22 2 15 27 I 18 12 0 35 7 27 18 0 13 22 0 40 0 45 40 0 22 29 0 66 0 55 60 0 21 23 3 106 0 52 70 I 38 21 0 119 1 59 52 0 30 21 0 140 I 64 68 0 26 12 0 113 0 85 58 I 35 17 0 122 I 63 71 I 37 20 0 126 0 64 52 0 38 29 3 140 7 85 71 I 129 71 0 494 3 271 . 249 2 Peak Hr. Factor 0.96 54 45 I 19 I 61 67 0 73 27 2 46 2 47 65 0 76 . 46 0 32 0 33 63 0 68 55 0 . 28 0 42 66 0 90 66 0 36 0 72 67 2 73 84 0 40 I 52 64 0 105 llO 2 39 I 68 72 0 124 105 I 26 0 77 112 0 89 83 0 39 I 63 82 0 95 69 0 27 0 100 86 o· 97 73 0 27 4 84 71 0 58 45 0 15 0 65 73 0 124 110 2 . 46 4 100 112 2 413 367 3 131 2 308 352 0 Peak Hr. Factor 0.94 Page I of3 East Aeer2ach {WB} 15 min Total Left U-Tm Thru Riirht Peds Vehicles Peds 0 0 35 0 2 146 6 0 0 29 4 0 144 I 0 0 36 5 0 214 3 1 0 · 45 8 2 265 2 1 0 62 11 2 316 2 0 0 48 5 I 387 4 I 0 53 16 0 441 4 3 0 70 17 0 519 1 2 0 46 12 0 510 0 2 0 59 8 0 486 1 2 I 46 14 0 483 I 0 0 52 7 0 460 0 3 1 70 17 2 519 6 9 I 221 5i 0 1998 3 1 0 51 5 0 451 1 0 0 23 12 2 427 4 7 0 28 7 0 . 419 0 2 0 47 13 0 438 0 2 0 33 8 0 505 2 2 0 57 12 2 523 2 3 0 70 15 0 634 2 4 1 47 ll 0 653 1 0 0 56 12 I 578 I I 0 50 15 0 600 0 4 0 46 6 1 523 I 0 0 41 17 1 444 1 7 I 70 17 2 653 4 8 1 223 53 1 2465 4 -• • ... ---.__ 11111 .. ) • -ill • • -• -• -• -• r --) .. -.. -• -.. -• ------" -) __ _, --- A viara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:45 AM to 8:45AM South Appr (NB) Lane Config - urations. Inside (left) 2 3 4 5 6 Outside 7 Free-flow Lane Settings Capacity 2 3600 1 1 2 40o"o Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 252 228 Adjusted Hourly Volume 252 230 Utilization Factor 0.07 0.06 Critical Factors 0.07 ICU Ratio = 0.43 Turning Movements at Intersection of : Time: 7:45 AM to 8:45 AM Date: 08/08/06 Day : Tuesday Name: Matt, Mark Sub- To~ totals w e 547 s 1564 3 t 1017 A p p r 1 0 0 N N 2 0 0.00 LOS= 497 271 249 Subtotals Total North Appr (SB) West Appr (EB) East Appr (WB) 2 1800 4000 17 129 17 200 O.Ql 0.05 0.05 A 1 0 0 71 0 0.00 1 1 2 3600 49_7 497 0.14 0.14 Aviara Parkway North Approach 990 217 0 71 129 17 J ~ ~ _j-_... t • North ~ t r· 252 228 2 0 387 482 869 South Approach 1 1 1 1 2 1 2000 3600 1800 271 249 10 271 249 10 0.14 0-.07 O.Ql and Poinsettia Lane 1 1 2 4000 221 272 0.07 0.07 0 0 51 0 0.00 A viara Parkway 773 L 51 .. 221 't 10 Total Subtotals Sub- totals Totals 282 1 573 291 Poinsettia Lane Note: Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r ---1111 /) -• -• -• -• -• -• -1111 A viara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AEEr (NB) 5:00PM to 6:00PM Left Thru Right Lane Inside 1 1 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 0.10 Hourly Volume 321 187 Adjusted Hourly Volume 321 197 Utilization Factor 0.09 0.05 Critical Factors 0.09 ICU Ratio = 0.55 1 0 0 N N 10 0 0.00 LOS= North Aoor (SB) Left Thru Right 1 1 1 -1 1 2 0 1800 4000 0 89 413 367 89 _ 780 0 0.05 0.20 0.00 0.20 A West AEEr {EB) Left Thru Right 1 1 1 1 1 2 1 2 3600 2000 3600 133 308 352 133 308 352 0.04 0.15 0.10 0.15 Page 3 of3 East A£!Er {WB) _ Left Thru Right 1 1 1 1 1 2 0 1800 4000 0 -9 223 53 9 276 0 0.01 0.07 0.00 0.01 Aviara Parkway and Poinsettia Lane -• ' _) · Turning Movements at Intersection of: -Time : 5 :00 PM • to 6:00 PM Date: 08/08/06 • Day : Tuesday • Name : Matt, Mark Sub--To~ totals • w e 907 -s 1700 2 133 793 308 • 352 A -p .. p r --Subtotals -Total ---) -__ __., --• North Approach 869 367 413 J t _f -+ t + North ~ t 321 187 6 779 518 1297 South Approach 1242 2 89 ~ r 10 Aviara Parkway 373 L 53 ...._ 223 • 9 Total Subtotals Sub- totals Totals 285 1 691 406 Poinsettia Lane Note: Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r -• .. .. -• .. Ii -• -• • • -• • • -• -• • • -• -• ---• ---.. -- --) :) ~) 2006 TRAFFIC MONITORING PROGRAM AVERAGE DAILY TRAFFIC VOLUMES Legend: • Mid-Block Count Location xx,xxx Mid-Block Average Daily Traffic (ADT) N ~'-v.1--w-·E ' s NOTTO SCALE Camino De Los Caches Figure B-1 RICK ENGINEERING COMPANY IM 11/8/06 --.. --.. -• -• -• • -• -• -• -• -------------- LiNSCOn, LAW & GREENSPAN, engineers APPENDIX 8 INTERSECTION LEVEL OF SERVICE ANALYSIS SHEETS LLG Ref. 3-04-1395 Poinsettia Place .. ---• -• -• -• -• ,. • -• -• -.. ------.. ---• ---- El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South AQQr (NB} North Annr (SB) West AQQr (EB} East AQQr {WB} 7:30AM to 8:30AM ~ Thru ...filg!g_ Left Thru ~ Left Thru ~ Left Thru ~ Lane Inside I I I I I Config-(left) 2 I I I I urations 3 I I I I 4 I I I I 5 I I I 1 1 6 1 1 1 Outside 7 1 Free-flow Lane Settings 1 3 2 2 3 1 2 3 0 2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 102 559 390 441 677 263 79 517 63 573 1151 1185 Adjusted Hourly Volume 102 559 390 441 677 263 79 580 0 573 1151 1185 Utilization Factor 0.06 0.09 0.11 0.12 0.11 0.15 0.02 0.10 0.00 0.16 0.19 0.33 Critical Factors 0.11 0.12 0.02 0.33 ICU Ratio = 0.68 LOS= B Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Existing Time: 7:15 AM to 8:15 AM North Approach El Camino Real Date: 07/13/06 Day : Thursday 3206 Total Name: Albert, Jasen, Joe, Raul 1381 1825 Subtotals 2 Sub-263 677 441 Sub- T~ totals J i w ~ totals e 1516 ___j s 2175 3 79 t 659 517 ---+ t 63 ---. A North L 1185 ~ 1151 2909 r 573 0 p p i t r 1348 r 102 559 390 Palomar Airport Road 2 Subtotals 1313 1051 Total 2364 Totals 4257 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r -----• -- • -• ---• -• -.. -• -.. -------------- El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30 PM to 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 95 716 Adjusted Hourly Volume 95 716 Utilization Factor 0.05 0.12 Critical Factors ICU Ratio = 0.82 2 3600 N N 451 451 0.13 0.13 LOS= North Aoor (SB) 2 3 3600 6000 1800 817 893 141 817 893 141 0.23 0.15 0.08 0.23 D West Appr (EB) East Appr (WB) 2 3 0 2 3 2 3600 6000 0 3600 6000 3600 237 1250 115 461 811 753 237 1365 0 461 811 753 0.07 0.23 0.00 0.13 0.14 0.21 0.23 0.13 Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Existing w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 fl 3/06 Day : Thursday North Approach Name: Albert, Jasen, Joe, Raul Sub-141 Totals totals J 1047 _j 2649 5 237 1602 1250 __., 115 -. i 95 1 Subtotals 1469 Total 2731 3558 1851 2 893 817 + L. t North t r 716 451 1262 El Camino Real 1707 l__ 753 ..__ 811 • 461 0 Total Subtotals Sub- totals 2025 2517 Palomar Airport Road Totals 4542 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r • - ---- • -• -• -- •• -• ---.. --- ---... -- El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 7:30AM to 8:30AM ~Thru~ Lane Inside 1 1 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 0.10 Hourly Volume 328 Adjusted Hourly Volume 328 Utilization Factor 0.09 Critical Factors ICU Ratio = 0.40 1044 1044 0.26 0.26 0 0 N N 4 4 0.00 LOS= North Aoor (SB) West AQQr {EB} Left Thru Right Left Thru ~ 1 1 1 1 1 1 1 0 3 0 2 0 1 0 6000 0 3600 0 1800 0 774 142 55 0 67 0 916 0 55 0 67 0.00 0.15 0.00 0.02 0.00 0.04 0.00 0.04 A Page 2 of3 East AQQr {WB 2 Left Thru ~ 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 Turning Movements at Intersection of: El Camino Real and Camino Vida Roble Existing w e s A p p r Time : 7:45 AM to 8:45 AM Date: 07/13/06 Day : Thursday Name: Sarah, Scott Sub- Totals . totals 470 592 122 0 Subtotals Total North Approach 142 J 55 _f 0 -->- 67 • ~ 328 1 841 2218 South Approach 2015 916 0 774 0 + L. t North t r 1044 4 1377 El Camino Real 1099 L_ 0 ..._ 0 r 0 0 Total Subtotals Sub- totals 0 4 Camino Vida Roble Totals 4 Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r -.. • -- • -• • -• .. Iii • -• -• -• -----------.. El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A22r (NB2 4:30PM to 5:30PM Left Thru ~ Lane Inside 1 1 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 0.10 Hourly Volume 116 917 Adjusted Hourly Volume 116 918 Utilization Factor 0.03 0.23 Critical Factors 0.03 ICU Ratio = 0.62 0 0 N N 0 0.00 LOS= North Appr (SB) West AQQr {EB2 Left Thru Right Left Thru ~ 1 1 1 1 1 1 1 0 3 0 2 0 1 0 6000 0 3600 0 1800 0 1328 46 200 0 476 0 1374 0 200 0 476 0.00 0.23 0.00 0.06 0.00 0.26 0.23 0.26 B Page 3 of3 East AQQr {WB2 Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0:00 0.00 0.00 0.00 Turning Movements at Intersection of: El Camino Real and Camino Vida Roble Existing w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /13/06 Day : Thursday Name : Sarah, Scott Sub- To~ totals 162 838 676 0 Subtotals Total North Approach 46 J 200 _t 0 --+ 476 -. ~ 116 2 1804 2840 2492 1374 0 1328 0 + L. t North t r 917 1036 El Camino Real 1118 L_ 0 ~ 0 + 0 0 Total Subtotals Sub- totals 0 0 Camino Vida Roble Totals 0 South Approach Note : Left-tum volumes include U-turns. U-tums in bold. E a s t A p p r -• -• -• -• • • .. • - - • • • • -• -• -• ---.. -• -- El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A22r (NB2 7:30AM to 8:30AM Left Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 63 Adjusted Hourly Volume 63 Utilization Factor 0.04 Critical Factors ICU Ratio = 0.52 1046 1046 0.26 0.26 0 0 N N 0 0 0.00 LOS= North Aoor (SB) West A22r {EB2 Left Thru ~ Left Thru _filgfil_ 1 1 1 1 1 1 1 1 3 0 1 0 1 1800 6000 0 1800 0 1800 5 781 77 293 0 113 5 858 0 293 0 113 0.00 0.14 0.00 0.16 0.00 0.06 0.16 A Page 2 of3 East A22r {WB} Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 Turning Movements at Intersection of : El Camino Real and Cassia Road Existing w e s A p p r Time : 7:45 AM to 8:45AM Date: 07/13/06 Day : Thursday Name : Art, Carlos Sub- Totals totals 140 546 406 0 Subtotals Total North Approach 77 J 293 _j 0 ____.. 113 • i 63 0 894 2003 South Approach 2207 863 5 781 5 + L. t North t r 1046 0 1109 El Camino Real 1344 l_ 0 ~ 0 r 0 0 Total Subtotals Sub- totals --- 0 5 Cassia Road Totals 5 Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -----• - lill -• -.. -• -• -• -• - ---... ---------- El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30PM to 5:30PM Lane Config- urations Inside (left) Outside Free-flow I 2 3 4 5 6 7 Lane Settings 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 113 863 Adjusted Hourly Volume 113 863 Utilization Factor 0.06 0.22 Critical Factors 0.06 0 0 N N 0 0 0.00 ICU Ratio = 0.51 LOS= Turning Movements at Intersection of: Existing w e s A p p r Time: 5:00 PM to 6:00PM Date: 07/13/06 Day : Thursday Name : Art, Carlos Sub- Totals totals 346 551 205 0 Subtotals Total 106 0 99 North Annr (SB) West Appr (EB) East Appr (WB) 3 0 1800 6000 0 1800 1493 233 106 1726 0 106 0.00 0.29 0.00 0.06 0.29 0.06 A El Camino Real North Approach 2697 1727 1 233 1493 1 J + ~ _j __.. t • North +i t r 113 863 0 3 1592 976 2568 South Approach 0 0 0 0 0 1800 0 0 0 0 99 0 0 0 0 99 0 0 0 0.00 0.06 0.00 0.00 0.00 0.00 and Cassia Road El Camino Real 970 t_ 0 ...._ 0 • 0 0 Total Subtotals Sub- totals 0 0 Cassia Road Totals 0 Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r -------• -• -1111 -• • • • El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A22r (NB} 7:30AM to 8:30AM ~Thru~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 14 1036 Adjusted Hourly Volume 14 1036 Utilization Factor 0.00 0.17 Critical Factors 0.17 ICU Ratio = 0.35 1 0 1 1800 N N 201 201 0.11 LOS= North Appr (SB) West A22r (EB} Left Thru ~ Left Thru ~ 1 1 1 1 1 1 1 1 1 1 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 102 770 7 8 6 8 102 770 7 8 14 0 O.Q3 0.19 0.00 0.00 0.00 0.00 O.Q3 0.00 A Page 2of3 East AQQr {WB} Left Thru Right 1 1 1 1 1 2 2 0 3600 4000 0 174 5 148 174 153 0 0.05 0.04 0.00 0.05 • Turning Movements at Intersection of : El Camino Real and Poinsettia Lane 1111 Existing •• •• ·-w •• e s ·-•• A ·-p p •• r ·-... ~- •• ·- Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name : Joe, Raul Sub- Totals totals 26 48 22 0 Subtotals Total North Approach 7 J 8 _j 6 __. 8 • i 14 11 963 2214 South Approach 2082 879 11 770 102 + ~ i North t r 1036 201 1251 El Camino Real 1203 l__ 148 ~ 5 • 174 0 Total Subtotals Sub- totals 327 309 Poinsettia Lane Totals 636 Note : Left-tum volumes include U-tums. U-tums in bold . E a s A p p r ,. ·-•• ·-•• •• ,. .. •• .. ,. •• ·-•• •• .. •• • ·-•• ·-•• ·- ·- jlllf ·-•• ·-•• ·--·-... El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 4:30PM to 5:30PM ~ Thru Right Lane Inside I 1 Config-(left) 2 I urations 3 I 4 1 5 I 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 18 945 Adjusted Hourly Volume 18 945 Utilization Factor 0.01 0.16 Critical Factors 0.01 ICU Ratio = 0.57 I I 1800 N N 162 162 0.09 LOS= North Aoor (SB) West AQQr (EB} Left Thru Right Left Thru ~ I 1 I I I I 1 I I I 2 2 I 2 2 0 3600 4000 1800 3600 4000 0 243 1695 22 8 0 10 243 1695 22 8 10 0 0.07 0.42 O.Ql 0.00 0.00 0.00 0.42 0.00 A Page 3 of3 East Aoor (WB) Left Thru Right I 1 I I I 2 2 0 3600 4000 0 151 6 74 151 80 0 0.04 0.02 0.00 0.04 Turning Movements at Intersection of: El Camino Real and Poinsettia Lane Existing w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name : Joe, Raul Sub- Totals totals 46 64 18 0 Subtotals Total North Approach 22 J 8 _t 0 ____.. 10 • +i 18 6 1856 2981 South Approach 2989 1960 1 1695 243 ~ ~ t North t r 945 162 1125 El Camino Real 1029 t_ 74 ...._ 6 • 151 Total Subtotals Sub- totals Totals 231 0 635 404 Poinsettia Lane Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r •• , . •• •• 11111 - ,. •• .. .. • -• •• -• '"" •• ,. •• ... , .. •• ·-•• •• •• ·-- •• •• .... •• El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 20 1104 Adjusted Hourly Volume 20 1110 Utilization Factor 0.01 0.19 Critical Factors 0.19 0 0 N N 6 0 0.00 ICU Ratio = 0.34 LOS= Turning Movements at Intersection of: Existing w e s A p p r Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- Totals totals 72 122 50 0 Subtotals Total 38 7 5 North Aoor (SB) West Appr (EB) East Appr (WB) 3 0 1800 6000 0 1800 29 838 47 38 29 885 0 38 0.02 0.15 0.00 0.02 0.02 0.02 A El Camino Real North Approach 2077 914 3 47 838 29 J + ~ _t _.. t • North ' t r 20 1104 6 2 880 1130 2010 South Approach 0 0 2000 0 1800 2000 0 7 5 35 5 21 12 0 35 26 0 0.01 0.00 0.02 0.01 0.00 o.oi and Dove Lane El Camino Real 1163 L 21 ...--5 .-35 0 Total Subtotals Sub- totals 61 42 Dove Lane Totals 103 Note : Left-tum volumes include U-tums. U-tums in bold . E a s A p p r ·-•• ·-•• 1• -• ,. • •• • • • •• 1111 ,. 111 ,. •• •• lilll ·- •• ·-•• , .. IN ·--·- ·-... EI Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : 4:30PM to South Appr (NB) 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 1 1 Lane Settings 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 84 816 Adjusted Hourly Volume 84 850 Utilization Factor 0.05 0.14 Critical Factors 0.05 0 0 N N 34 0 0.00 ICU Ratio = 0.54 LOS= Turning Movements at Intersection of: Existing w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- Totals totals 295 553 258 0 Subtotals Total 136 26 96 North Aoor (SB) West Appr (EB) East Annr (WB) 1 3 0 1800 6000 0 1800 76 1457 179 136 76 1636 0 136 0.04 0.27 0.00 0.08 0.27 0.08 A El Camino Real North Approach 2728 1712 10 179 1457 76 J + L. _j ____.. t -. North +i t r 84 816 34 13 1645 934 2579 South Approach 0 0 1 2000 0 1800 0 1800 26 96 79 32 53 122 0 79 85 0 0.06 0.00 0.04 0.00 0.00 0.04 and Dove Lane El Camino Real 1016 t_ 53 ...-32 • 79 2 Total Subtotals Sub- totals 164 137 Dove Lane Totals 301 Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r ... II • •• • -• II • • • • , .. •• .. .. • ... •• .... 11111 .... .... ·- •• .... •• , ... •• •• .. -•• •• •• El Camino Real at Alga Road/ Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 7:30AM to 8:30AM Left Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 207 916 Adjusted Hourly Volume 207 916 Utilization Factor 0.06 0.15 Critical Factors 0.06 ICU Ratio = 0.63 1 1 1800 N N 244 244 0.14 LOS= North Aoor (SB) Left Thru Right 1 1 1 1 1 1 2 3 0 3600 6000 0 64 765 63 64 828 0 0.02 0.14 0.00 0.14 B Page 2 of3 West AQQr (EB} East AQQr (WB} Left Thru Right Left Thru ~ 1 1 1 1 1 1 1 1 1 1 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 87 176 292 612 353 106 87 176 292 612 459 0 0.02 0.04 0.16 0.17 0.11 0.00 0.16 0.17 Turning Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Existing w e s A p p r Time : 7:45 AM to 8:45 AM Date : 07 /20/06 Day : Thursday North Approach Name: Matt (AM), Sarah, Scott Sub-63 To~ totals j 625 __t 1180 2 87 555 176 ____.. 292 • ' 207 0 Subtotals 1669 Total 3036 South Approach 2001 892 0 765 64 + L. t North t r 916 244 1367 El Camino Real 1109 L 106 ...-353 r 612 7 Total Subtotals Sub- totals 1071 491 Totals 1562 Alga Road/Aviara Parkway Note : Left-tum volumes include U-tums. U-turns in bold. E a s A p p r ·-... ·-•• ·-•• ... •• ... •• -iill ,. •• •• •• •• 1• ·-•• •• ·- i .. ·- ·-•• ·- -·- El Camino Real at Alga Road/ Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Appr (NB) 4:30PM to 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 372 836 Adjusted Hourly Volume 372 886 Utilization Factor 0.10 0.15 Critical Factors 0.10 ICU Ratio = 0. 77 1 1800 N N 581 0 0.00 LOS= North Appr (SB) 2 3 0 3600 6000 0 214 1388 99 214 1487 0 0.06 0.25 0.00 0.25 C Page 3 of3 West Appr (EB) East Appr (WB) 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 64 448 395 372 243 63 64 448 395 372 306 0 0.02 0.11 0.22 0.10 0.08 0.00 0.22 0.10 Turning Movements at Intersection of: El Camino Real and Alga Road/ Aviara Parkway Existing w e s A p p r Time : 5:00 PM to 6:00PM Date : 07 /20/06 Day : Thursday North Approach Name : Matt (AM), Sarah, Scott Sub-99 Totals totals J 715 _t 1622 1 64 907 448 --+ 395 • i 372 0 Subtotals 2155 Total 3944 South Approach 2673 1701 8 1388 214 + ~ t North t r 836 581 1789 El Camino Real 972 L_ 63 ..-243 + 372 10 Total Subtotals Sub- totals 678 1252 Totals 1930 Alga Road/Aviara Parkway Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r ·-•• ·-... ·-•• •• •• •• •• •• •• ,. •• 111111 •• •• ·- ·- ·-•• ·--, .. •• , .. ·- Poinsettia Lane at Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30 AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 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 252 228 Adjusted Hourly Volume 252 230 Utilization Factor 0.07 0.06 Critical Factors 0.07 0 0 N N 2 0 0.00 ICU Ratio = 0.43 LOS= Turning Movements at Intersection of: Existing w e s t A p p r Time : 7:45 AM to 8:45 AM Date : 08/08/06 Day : Tuesday Name : Matt, Mark Sub- T~ totals 544 1561 1017 3 Subtotals Total 497 271 249 North Aoor (SB) West Appr (EB) East Appr (WB) 2 0 2 1800 4000 0 3600 17 129 71 497 17 200 0 497 O.ol 0.05 0.00 0.14 0.05 0.14 A Poinsettia Lane North Approach 993 217 0 71 129 17 J + L. ~ ____.. t • North ~ t r 252 228 2 0 388 482 870 South Approach 2 2 0 2000 3600 1800 4000 0 271 249 10 221 51 271 249 10 272 0 0.14 0.07 0:01 O.Q7 0.00 O.Q7 and Aviara Parkway Poinsettia Lane 776 L 51 ..--221 r 10 1 Total Subtotals Sub- totals 282 290 Aviara Parkway Totals 572 Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r •• •• ·-.... ..... illll .... ... ... •• •• • •• •• ·-•• •• •• •• - ·-·-·-•• ·-·-·-1• -·-,. ·-,. Poinsettia Lane at Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South Aeer (NB2 4:30PM to 5:30PM Left Thru ~ Lane Inside 1 1 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 0.10 Hourly Volume 321 187 Adjusted Hourly Volume 321 197 Utilization Factor 0.09 0.05 Critical Factors 0.09 ICU Ratio = 0.55 1 0 0 N N 10 0 0.00 LOS= North Aoor (SB) West AQQr (EB2 Left Thru ~ Left Thru ~ 1 1 1 1 1 1 1 1 1 1 2 0 2 1 2 1800 4000 0 3600 2000 3600 89 413 367 133 308 352 89 780 0 133 308 352 0.05 0.20 0.00 0.04 0.15 0.10 0.20 0.15 A Page 3 of3 East AQQr (WB2 Left Thru __filgh!._ 1 1 1 1 1 2 0 1800 4000 0 9 223 53 9 276 0 0.01 0.07 0.00 0.01 Turning Movements at Intersection of: Poinsettia Lane and A viara Parkway Existing w e s A p p r Time: 5:00 PM to 6:00PM Date : 08/08/06 Day : Tuesday Name : Matt, Mark Sub- Totals totals 911 1704 793 2 Subtotals Total 133 308 352 North Approach 869 367 413 J + _j ____.. t • North ~ t 321 187 6 774 518 1292 South Approach 1243 2 89 L. r 10 Poinsettia Lane 374 t_ 53 ._ 223 .---9 1 Total Subtotals Sub- totals 285 406 Aviara Parkway Totals 691 Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r ·-•• ·-•• ·-·-... •• •• • -• 1111 !Ill •• -•• El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South A_QQr (NB} 7:30AM to 8:30AM Left Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 107 561 Adjusted Hourly Volume 107 561 Utilization Factor 0.06 0.09 Critical Factors ICU Ratio = 0.68 1 1 2 3600 N N 392 392 0.11 0.11 LOS= North Appr (SB) Left Thru ~ 1 1 1 1 1 1 2 3 1 3600 6000 1800 441 678 263 441 678 263 0.12 0.11 0.15 0.12 B West AQ.Qr {EB} East AQQr {WB} Left Thru ~ Left Thru __filgh!_ 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 0 2 3 2 3600 6000 0 3600 6000 3600 79 517 64 573 1151 1185 79 581 0 573 1151 1185 0.02 0.10 0.00 0.16 0.19 0.33 0.02 0.33 •• Turning Movements at Intersection of: El Camino Real and Palomar Airport Road 111 Existing + Project Time : 7:15 AM to 8:15 AM North Approach • Date : 07/13/06 Day : Thursday IJII Name: Albert, Jasen, Joe, Raul 1111 Sub-263 ·-Totals totals J w e 1521 ~ s 2181 3 79 -t 660 517 ->- 1111 64 • A '""' p •• p i r 107 '""' 2 •• Subtotals 1315 Total 2375 -South Approach •• 3209 1382 2 678 441 + L. t North t r 561 392 1060 El Camino Real 1827 L 1185 ..--1151 r 573 Total Subtotals Sub- totals Totals 2909 0 4259 1350 Palomar Airport Road Note : Left-tum volumes include U-tums. U-tums in bold . E a s A p p r •• •• ... •• •• • •• • • • •• ,. .. ·-,. ·- !Ill ·-·-·-•• - ------ El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30 PM to 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 98 717 Adjusted Hourly Volume 98 717 Utilization Factor 0.05 0.12 Critical Factors ICU Ratio = 0.82 2 3600 N N 452 452 0.13 0.13 LOS= North Annr (SB) 2 3 3600 6000 1800 817 896 141 817 896 141 0.23 0.15 0.08 0.23 D West Appr (EB) East Appr (WB) 2 3 0 2 3 2 3600 6000 0 3600 6000 3600 237 1250 120 463 811 753 237 1370 0 463 811 753 O.Q7 0.23 0.00 0.13 0.14 0.21 0.23 0.13 Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Existing + Project Time : 4:45 PM to 5:45 PM Date: 07/13/06 Day : Thursday North Approach Name : Albert, Jasen, Joe, Raul Sub-141 To~ totals J w e 1050 __j s 2657 5 237 t 1607 1250 ------->- 120 -. A p p i r 98 1 Subtotals 1479 Total 2746 3562 1854 2 896 817 • ~ t North t r 717 452 1267 El Camino Real 1708 L 753 ~ 811 • 463 0 Total Subtotals Sub- totals 2027 2518 Palomar Airport Road Totals 4545 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r ... ... •• •• •• •• •• •• •• • • ,. • ,. •• ,. .. •• •• • -------- El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 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 329 1053 Adjusted Hourly Volume 329 1053 Utilization Factor 0.09 0.26 Critical Factors 0.26 0 0 N N 0 0 0.00 ICU Ratio = 0.40 LOS= Turning Movements at Intersection of: Existing + Project w e s A p p r Time : 7:45 AM to 8:45 AM Date : 07/13/06 Day : Thursday Name : Sarah, Scott Sub- T~ totals 471 593 122 0 Subtotals Total 55 0 67 North Aoor (SB) West Appr (EB) · East Appr (WB) 0 3 0 2 0 6000 0 3600 0 776 142 55 0 918 0 55 0.00 0.15 0.00 0.02 0.00 A El Camino Real North Approach 2026 918 0 142 776 0 J + ~ _J ~ t • North i t r 329 1053 0 1 843 1383 2226 South Approach 0 0 0 0 0 1800 0 0 0 0 67 0 0 0 0 67 0 0 0 0.00 0.04 0.00 0.00 0.00 0.04 0.00 and Camino Vida Roble El Camino Real 1108 L 0 +--0 r 0 0 Total Subtotals Sub- totals 0 0 Camino Vida Roble Totals 0 Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r illlri ... •• ... •• •• •• •• • ,. •• •• •• •• •• •• •• '- ------- El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30PM to 5:30PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 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 116 922 Adjusted Hourly Volume 116 922 Utilization Factor 0.03 0.23 Critical Factors 0.03 0 0 N N 0 0 0.00 ICU Ratio = 0.63 LOS= Turning Movements at Intersection of: Existing + Project w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /13/06 Day : Thursday Name: Sarah, Scott Sub- Totals totals 162 839 677 0 Subtotals Total 200 0 477 North Annr (SB) West Appr (EB) East Appr (WB) 0 3 0 2 0 6000 0 3600 0 1338 46 200 0 1384 0 200 0.00 0.23 0.00 0.06 0.23 B El Camino Real North Approach 2507 1384 0 46 1338 0 J + ~ ~ ____.. t • North ~ t r 116 922 0 2 1815 1040 2855 South Approach 0 0 0 0 0 1800 0 0 0 0 477 0 0 0 0 477 0 0 0 0.00 0.27 0.00 0.00 0.00 0.27 0.00 and Camino Vida Roble El Camino Real 1123 L 0 ~ 0 .. 0 0 Total Subtotals Sub- totals 0 0 Camino Vida Roble Totals 0 Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r .... -· .... ... •• •• •• •• -• -• -• -II - • -• ----- -------- El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 7:30AM to 8:30AM Left Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 66 Adjusted Hourly Volume 66 Utilization Factor 0.04 Critical Factors ICU Ratio = 0.53 1046 1046 0.26 0.26 0 0 N N 0 0 0.00 LOS= North Appr (SB) West AQQr {EB} Left Thru _filgh!_ Left Thru _filgh!_ 1 1 1 1 1 1 1 1 3 0 1 0 1 1800 6000 0 1800 0 1800 0 781 79 303 0 125 0 860 0 303 0 125 0.00 0.14 0.00 0.17 0.00 0.07 0.17 A Page 2 of3 East AQQr {WB} Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 Turning Movements at Intersection of: El Camino Real and Cassia Road Existing+ Project w e s A p p r Time : 7:45 AM to 8:45 AM Date : 07 /13/06 Day : Thursday Name : Art, Carlos Sub- To~ totals 145 573 428 0 Subtotals Total North Approach 79 J 303 _j 0 __.. 125 -. ~ 66 0 906 2018 South Approach 2214 860 5 781 0 + ~ t North t r 1046 0 1112 El Camino Real 1354 L 0 +-0 r 0 0 Total Subtotals Sub- totals 0 0 Cassia Road Totals 0 Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r ---• - -• -• -• • -• -• -• --.. .. --- ---------- El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South AQQr (NB} 4:30PM to 5:30PM Left Thru Right Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 125 863 Adjusted Hourly Volume 125 863 Utilization Factor 0.07 0.22 Critical Factors 0.07 0 0 N N 0 0 0.00 ICU Ratio = 0.52 LOS= Turning Movements at Intersection of: Existing+ Project w e s A p p r Time: 5:00 PM to 6:00PM Date : 07 /13/06 Day : Thursday Name : Art, Carlos Sub- Totals totals 369 585 216 0 Subtotals Total 111 0 105 North Aoor (SB) West AQQr {EB} East AQQr {WB} Left Thru Right Left Thru Right Left Thru ~ 1 1 1 1· 1 1 1 1 3 0 1 0 1 0 0 0 1800 6000 0 1800 0 1800 0 0 0 0 1493 244 111 0 105 0 0 0 0 1737 0 111 0 105 0 0 0 0.00 0.29 0.00 0.06 0.00 0.06 0.00 0.00 0.00 0.29 0.06 0.00 A El Camino Real and Cassia Road North Approach 1737 244 1493 J + _t ~ t • North +i t 125 863 3 1598 988 2586 South Approach 2712 1 0 L. r 0 El Camino Real 975 L_ 0 -4lf-0 • 0 0 Total Subtotals Sub- totals 0 -1 Cassia Road Totals -1 Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -----• -• -• .. ------- -... -.. ---------- El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30 AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 14 1039 Adjusted Hourly Volume 14 1039 Utilization Factor 0.00 0.17 Critical Factors 0.17 0 1800 N N 201 201 0.11 ICU Ratio = 0.35 LOS= Turning Movements at Intersection of: Existing + Project w e s t A p p r Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name: Joe, Raul Sub- T~ totals 26 48 22 0 Subtotals Total 8 6 8 North Annr (SB) West Appr (EB) East Appr (WB) 2 2 2 3600 4000 1800 3600 102 782 7 8 102 782 7 8 0.03 0.20 0.00 0.00 0.03 A El Camino Real North Approach 2097 891 11 7 782 102 J + ~ __j --+ t --. North ' t r 14 1039 201 11 975 1254 2229 South Approach 2 0 2 2 0 4000 0 3600 4000 0 6 8 174 5 148 14 0 174 153 0 0.00 0.00 0.05 0.04 0.00 0.00 0.05 and Poinsettia Lane El Camino Real 1206 L_ 148 +---5 r 174 Total Subtotals Sub- totals Totals 327 0 636 309 Poinsettia Lane Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r ---.. -.. -... -• -• - 1111 -II -1111 -• -• -• -• --- -------- El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : 4:30PM to South Appr (NB) 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 18 957 Adjusted Hourly Volume 18 957 Utilization Factor 0.01 0.16 Critical Factors 0.01 1800 N N 162 162 0.09 ICU Ratio = 0.58 LOS= Turning Movements at Intersection of: Existing + Project w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name: Joe, Raul Sub- T~ totals 46 64 18 0 Subtotals Total 8 0 10 North Avvr (SB) West Appr (EB) East Appr (WB) 2 2 2 3600 4000 1800 3600 243 1701 22 8 243 1701 22 8 0.07 0.43 0.01 0.00 0.43 A El Camino Real North Approach 3007 1966 1 22 1701 243 J i L. _t _.... t t North i t r 18 957 162 6 1862 1137 2999 South Approach 2 0 2 2 0 4000 0 3600 4000 0 0 10 151 6 74 10 0 151 80 0 0.00 0.00 0.04 0.02 0.00 0.00 0.04 and Poinsettia Lane El Camino Real 1041 L 74 +-6 • 151 Total Subtotals Sub- totals Totals 231 0 635 404 Poinsettia Lane Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r -------• -• -• -• -• -.. -------------- El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 7:30AM to 8:30AM ~Thru~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 20 1107 Adjusted Hourly Volume 20 1113 Utilization Factor O.Ql 0.19 Critical Factors 0.19 ICU Ratio = 0.34 1 0 0 N N 6 0 0.00 LOS= North Appr (SB) West A22r (EB} Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1800 6000 0 1800 2000 0 29 850 47 38 7 5 29 897 0 38 12 0 0.02 0.15 0.00 0.02 0.01 0.00 0.02 0.02 A Page 2 of3 East Annr (WB) Left Thru ~ 1 1 1 1 1 0 1800 2000 0 35 5 .21 35 26 0 0.02 O.Ql 0.00 O.Ql Turning Movements at Intersection of: El Camino Real and Dove Lane Existing + Project w e s t A p p r Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- Totals totals 72 122 50 0 Subtotals Total 38 7 5 North Approach 926 47 850 J t _j ~ t • North i t 20 1107 2 892 1133 2025 South Approach 2092 3 29 L. r 6 El Camino Real 11~6 L 21 ._ 5 r 35 0 Total Subtotals Sub- totals 61 42 Dove Lane Totals 103 Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r --- -• ---• -• -.. -• -• --.. ---------------.. El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A22r (NB} 4:30PM to 5:30PM --1:4!..__ Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 84 828 Adjusted Hourly Volume 84 862 Utilization Factor 0.05 0.14 Critical Factors 0.05 ICU Ratio = 0.54 1 0 0 N N 34 0 0.00 LOS= North Aoor (SB) West A22r {EB} · Left Thru ~ Left Thru ~ 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1800 6000 0 1800 2000 0 76 1463 179 136 26 96 76 1642 0 136 122 0 0.04 0.27 0.00 0.08 0.06 0.00 0.27 0.08 A Page 3 of3 EastAE!E!r {WB} Left Thru ~ 1 1 1 1 0 1 1800 0 1800 79 32 53 79 85 0 0.04 0.00 0.00 0.04 Turning Movements at Intersection of : El Camino Real and Dove Lane Existing+ Project w e s t A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- To~ totals 295 553 258 0 Subtotals Total 136 26 96 North Approach 179 J ~ __.. • ~ 84 13 1651 2597 South Approach 2746 1718 10 1463 76 + ~ t North t r 828 34 946 El Camino Real 1028 L_ 53 -+--32 + 79 2 Total Subtotals Sub- totals 164 137 Dove Lane Totals 301 Note : Left-turn volumes include U-tums. U-tums in bold. E a s A p p r -----.. -• -• -• ii -• -• -• -• -• .. - -----.. -• -- Poinsettia Lane at A viara Parkway Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 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 252 228 Adjusted Hourly Volume 252 230 Utilization Factor 0.07 0.06 Critical Factors 0.07 0 0 N N 2 0 0.00 ICU Ratio = 0.43 LOS= Turning Movements at Intersection of: Existing+ Project w e s A p p r Time : 7:45 AM to 8:45 AM Date : 08/08/06 Day : Tuesday Name: Matt, Mark Sub- T~ totals 561 1583 1022 3 Subtotals Total 497 276 249 North Aoor (SB) West Appr (EB) East Appr (WB) 1 2 0 2 1800 4000 0 3600 18 129 71 497 18 200 0 497 0.01 0.05 0.00 0.14 0.05 0.14 A Poinsettia Lane North Approach 999 218 0 71 129 18 J + L. ___j _.. t • North ~ t r 252 228 2 0 388 482 870 South Approach 1 2 2 0 2000 3600 1800 4000 0 276 249 IO 238 56 276 249 IO 294 0 0.14 0.07 0.01 0.07 0.00 0.07 and Aviara Parkway Poinsettia Lane 781 L 56 ~ 238 .-IO 1 Total Subtotals Sub- totals 304 296 Aviara Parkway Totals 600 Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -• -• -• -• -• - -• -• • -• ------------------ Poinsettia Lane at Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South AQQr (NB) 4:30PM to 5:30PM Left Thru Right Lane Inside 1 1 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 0.10 Hourly Volume 321 187 Adjusted Hourly Volume 321 197 Utilization Factor 0.09 0.05 Critical Factors 0.09 1 0 0 N N 10 0 0.00 ICU Ratio = 0.56 LOS= Turning Movements at Intersection of: Existing + Project w e s t A p p r Time: 5:00 PM to 6:00PM Date : 08/08/06 Day : Tuesday Name : Matt, Mark Sub- T~ totals 919 1731 812 2 Subtotals Total 133 327 352 North Annr (SB) West AQQr {EB) East AQQr {WB) Left Thru ~ Left Thru Right Left Thru Right 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 0 2 1 2 1 2 0 1800 4000 0 3600 2000 3600 1800 4000 0 94 413 367 133 327 352 9 231 55 94 780 0 133 327 352 9 286 0 0.05 0.20 0.00 0.04 0.16 0.10 0.01 0.07 0.00 0.20 0.16 0.01 A Poinsettia Lane and Aviara Parkway North Approach 874 367 413 J + _t __. t • North +i t 321 187 6 774 518 1292 South Approach 1250 2 94 L. r 10 Poinsettia Lane 376 L 55 ..__ 231 • 9 1 Total Subtotals Sub- totals 295 430 Aviara Parkway Totals 725 Note : Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r -• .. • -• -• -• -• • • -• -• -• -• -.. ---... -.. ------ El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity 2 3 4 5 6 7 1 1800 3 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 296 1026 Adjusted Hourly Volume 296 1026 Utilization Factor 0.16 0.17 Critical Factors 0.16 ICU Ratio= 1.15 2 3600 N N 467 467 0.13 LOS= North Aoor (SB) 2 3 3600 6000 1800 539 792 396 539 792 396 0.15 0.13 0.22 0.22 F West Appr (EB) 2 3600 833 833 0.23 0.23 1 1 3 6000 563 705 0.12 0 0 142 0 0.00 East Appr (WB) 2 3 2 3600 6000 3600 602 1195 1592 602 1195 1592 0.17 0.20 0.44 0.44 Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Existing+Project+Cumulative Project Time: 7:15 AM to 8:15 AM North Approach El Camino Real Date : 07 /13/06 Day : Thursday 5180 Total Name : Albert, Jasen, Joe, Raul 1727 3453 Subtotals 2 Sub-396 792 539 Sub- Totals totals J + w L. totals e 1887 _t s 3425 3 833 1538 563 ~ t 142 ------. A North L 1592 ~ 1195 3389 r 602 0 p t p i r 1569 r 296 1026 467 Palomar Airport Road 2 Subtotals 1536 1789 Total 3325 Totals 4958 South Approach Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -• -• -.. • .. -• -• • -• -• -II • - ------------ El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South AQQr (NB} North Annr (SB) West AQQr {EB} East AQQr {WB} 4:30PM to 5:30 PM ~Thru~ Left Thru ~ Left Thru ~ Left Thru ~ 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 5 1 1 1 1 1 6 1 1 1 Outside 7 1 Free-flow Lane Settings 1 3 2 2 3 1 2 3 0 2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 201 883 490 1218 1378 931 445 1268 351 555 882 902 Adjusted Hourly Volume 201 883 490 1218 1378 931 445 1619 0 555 882 902 Utilization Factor 0.11 0.15 0.14 0.34 0.23 0.52 0.12 0.27 0.00 0.15 0.15 0.25 Critical Factors 0.11 0.52 0.27 0.15 ICU Ratio= 1.15 LOS= F Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Existing+ Project+Cumulative Project Time : 4:45 PM to 5:45 PM North Approach El Camino Real Date : 07 /13/06 Day : Thursday 5758 Total Name: Albert, Jasen, Joe, Raul 3527 2231 Subtotals 2 Sub-931 1378 1218 Sub- To~ totals J + w L. totals e 2014 ~ s 4078 5 445 t 2064 1268~ t 351 • A North L 902 +--882 2339 • 555 0 p t p i r 2975 r 201 883 490 Palomar Airport Road 1 Subtotals 2284 1574 Total 3858 Totals 5314 South Approach Note : Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r ---• -• -• -• -• -• • -• -• -• • --.. --------- El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A1212r (NB} 7:30AM to 8:30AM Left Thru ~ Lane Inside 1 1 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 0.10 Hourly Volume 348 1531 Adjusted Hourly Volume 348 1531 Utilization Factor 0.10 0.38 Critical Factors 0.38 ICU Ratio = 0.53 0 0 N N 0 0 0.00 LOS= North Appr (SB) West AJ2J2r {EB} Left Thru Right Left Thru Right 1 1 1 1 1 1 1 0 3 0 2 0 1 0 6000 0 3600 0 1800 0 899 142 55 0 84 0 1041 0 55 0 84 0.00 0.17 0.00 0.02 0.00 0.05 0.00 0.05 A Page 2 of3 East AJ2J2r {WB} Left Thru __filg!rt_ 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 Turning Movements at Intersection of: El Camino Real and Camino Vida Roble Existing+Project+Cumulative Projects w e s A p p r Time : 7:45 AM to 8:45 AM Date: 07/13/06 Day : Thursday Name : Sarah, Scott Sub- Totals totals 490 629 139 0 Subtotals Total 55 0 84 North Approach 1041 142 899 j + __t __.. t • North ' t 348 1531 1 983 1880 2863 South Approach 2627 0 0 L. r 0 El Camino Real 1586 L 0 ...._ 0 r 0 Total Subtotals Sub- totals Totals 0 0 0 0 Camino Vida Roble Note: Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -.. ----• -• .. • •• •• •• -• -• - -• - ---------- El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South A1212r (NB} 4:30PM to 5:30PM Left Thru Right Lane Inside 1 1 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 0.10 Hourly Volume 139 1139 Adjusted Hourly Volume 139 1139 Utilization Factor 0.04 0.28 Critical Factors 0.04 0 0 N N 0 0 0.00 ICU Ratio = 0.74 LOS= Turning Movements at Intersection of : Existing+Project+Cumulative Projects w e s t A p p r Time : 4:45 PM to 5:45 PM Date: 07/13/06 Day : Thursday Name : Sarah, Scott Sub- Totals totals 185 884 699 0 Subtotals Total 200 0 499 North Appr (SB) West A1212r (EB} East AJ212r {WB 2 Left Thru ~ Left Thru ~ Left Thru ~ 1 1 1 1 1 1 1 0 3 0 2 0 1 0 0 0 0 6000 0 3600 0 1800 0 0 0 0 1844 46 200 0 499 0 0 0 0 1890 0 200 0 499 0 0 0 0.00 0.32 0.00 0.06 0.00 0.28 0.00 0.00 0.00 0.32 0.28 0.00 C El Camino Real and Camino Vida Roble North Approach 1890 46 1844 J + _j -.. t • North +i t 139 1139 2 2343 1280 3623 South Approach 3230 0 0 ~ r 0 El Camino Real 1340 L_ 0 ~ 0 • 0 0 Total Subtotals Sub- totals 0 0 Camino Vida Roble Totals 0 Note: Left-tum volumes include U-turns. U-turns in bold. E a s A p p r • -• -----• -• • -----• -• • • ------------ El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South AQQr (NB} 7:30AM to 8:30AM Left Thro Right Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 66 1533 Adjusted Hourly Volume 66 1533 Utilization Factor 0.04 0.38 Critical Factors 0.38 0 0 N N 14 14 0.00 ICU Ratio = 0.65 LOS= Turning Movements at Intersection of : Existing+Project+Cumulative Projects w e s t A p p r Time : 7:45 AM to 8:45 AM Date : 07 /13/06 Day : Thursday Name : Art, Carlos Sub- T~ totals 156 594 438 0 Subtotals Total 303 10 125 North Aoor (SB) West AQQr (EB} East AQQr {WB} ~ Thru ...ill&!!!.. Left Thro~ Left Thro~ 1 1 1 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1 1 0 1800 6000 0 1800 2000 0 1800 2000 0 10 894 79 303 10 125 7 11 10 10 973 0 303 135 0 7 21 0 0.01 0.16 0.00 0.17 0.07 0.00 0.00 0.01 0.00 0.17 B El Camino Real and Cassia Road North Approach 983 79 894 j + _j ___.. t • North ~ t 66 1533 0 1026 1613 2639 South Approach 2834 5 10 L. r 14 El Camino Real 1851 l_ 10 ...._ 11 r 7 0 Total Subtotals Sub- totals 28 34 Cassia Road Totals 62 Note : Left-tum volumes include U-tums. U-turns in bold. E a s A p p r -• -• -• • - -• .. --• -• -----.. ------------ El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : 4:30 PM to 5:30PM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 2 Capacity 1800 4000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 125 1086 Adjusted Hourly Volume 125 1086 Utilization Factor 0.07 0.27 Critical Factors 0.07 0 0 N N 10 IO 0.00 · ICU Ratio = 0.60 LOS= Turning Movements at Intersection of: Existing+Project+Cumulative Projects w e s A p p r Time : 5:00 PM to 6:00PM Date : 07 /13/06 Day : Thursday Name : Art, Carlos Sub- Totals totals 382 611 229 0 Subtotals Total 111 13 105 North Aonr (SB) West Appr (EB) East Appr (WB) 3 0 I 1800 6000 0 1800 13 1988 244 111 13 2232 0 111 0.01 0.37 0.00 0.06 0.37 0.06 A El Camino Real North Approach 3458 2245 1 244 1988 13 j + ~ _t ~ t t North ' t r 125 1086 IO 3 2109 1221 3330 South Approach 0 0 2000 0 1800 2000 0 13 105 16 13 15 118 0 16 28 0 0.06 0.00 0.01 0.01 0.00 and Cassia Road El Camino Real 1213 L 15 ....-13 • 16 0 Total Subtotals Sub- totals 44 35 Cassia Road Totals 79 Note : Left-tum volumes include U-tums. U-tums in bold. E a s A p p r --- • - ill -• • -• -- • -• • • • -.. -----------.. El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 14 1566 Adjusted Hourly Volume 14 1566 Utilization Factor 0.00 0.26 Critical Factors 0.26 0 1800 N N 201 201 0.11 ICU Ratio = 0.45 LOS= Turning Movements at Intersection of: Existing+Project+Cumulative Projects w e s A p p r Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name : Joe, Raul Sub- Totals totals 36 68 32 0 Subtotals Total 8 16 8 North Aoor (SB) West Appr (EB) East Annr (WB) 2 2 1 2 3600 4000 1800 3600 122 876 7 8 122 876 7 8 0.03 0.22 0.00 0.00 0.03 A El Camino Real North Approach 2748 1005 11 7 876 122 j + L. _j __.. t ---. North ~ t r 14 1566 201 11 1079 1781 2860 South Approach 2 0 2 2 0 4000 0 3600 4000 0 16 8 184 15 158 24 0 174 173 0 0.01 0.00 0.05 0.04 0.00 0.01 0.05 and Poinsettia Lane El Camino Real 1743 L 158 ...._ 15 r 184 0 Total Subtotals Sub- totals 357 339 Poinsettia Lane Totals 696 Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r --• ---• -• -• ---• ---• -• -• ----- --- ---- El Camino Real at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) 4:30 PM to 5:30 PM Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 18 1180 Adjusted Hourly Volume 18 1180 Utilization Factor 0.01 0.20 Critical Factors 0.01 1800 N N 162 162 0.09 ICU Ratio = 0. 70 LOS= Turning Movements at Intersection of: Existing+ Proj ect+Cumulative Projects w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name : Joe, Raul Sub - T~ totals 56 84 28 0 Subtotals Total 8 10 IO North Aoor (SB) West Appr (EB) East Appr (WB) 2 2 2 3600 4000 1800 3600 263 2174 22 8 263 2174 22 8 0.07 0.54 0.01 0.00 0.54 B El Camino Real North Approach 3733 2459 1 22 2174 263 j + ~ _t __.. t • North ~ t r 18 1180 162 6 2345 1360 3705 South Approach 2 0 2 2 0 4000 0 3600 4000 0 10 IO 161 16 84 20 0 161 100 0 0.01 0.00 0.04 0.03 0.00 0.01 0.04 and Poinsettia Lane El Camino Real 1274 L_ 84 .._ 16 + 161 Total Subtotals Sub- totals Totals 261 0 695 434 Poinsettia Lane Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r -.. .. --• - -• tl!III • -• -• -.. -• -• .. • -.. -.. ---------.. El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity 2 3 4 5 6 7 1800 3 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 24 1642 Adjusted Hourly Volume 24 1648 Utilization Factor O.DI 0.27 Critical Factors 0.27 ICU Ratio = 0.43 Turning Movements at Intersection of: Existing+Project+Cumulative Projects Time : 7:30 AM to 8:30AM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- Totals totals w e 79 s 156 0 t 77 A p p r 0 0 N N 6 0 0.00 LOS= 50 7 20 Subtotals Total North Annr (SB) West Appr (EB) East Appr (WB) I 3 0 0 I I 0 1800 6000 0 1800 2000 0 1800 2000 0 29 962 50 50 7 20 35 5 21 29 1012 0 50 27 0 35 26 0 0.02 0.17 0.00 0.03 0.01 0.00 0.02 0.01 0.00 0.02 0.03 0.01 A El Camino Real and Dove Lane North Approach El Camino Real 2754 Total 1041 1713 Subtotals 3 50 962 29 Sub- j + L. totals Totals _j L 21 ___.. t ..__ 5 61 • r 35 0 103 North 42 ~ t r 24 1642 6 Dove Lane 2 1019 1672 2691 South Approach Note: Left-tum volumes include U-turns. U-turns in bold. E a s A p p r -----• -• -• -• -• • -• - -... --- ---.. -------- El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AQQr (NB} 4:30PM to 5:30 PM Left Thru ~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 100 1086 Adjusted Hourly Volume 100 1120 Utilization Factor 0.06 0.19 Critical Factors 0.06 ICU Ratio = 0.64 1 0 0 N N 34 0 0.00 LOS= North Aoor (SB) West AQQr {EB} Left Thru Right Left Thru ~ 1 1 1 1 1 1 1 1 1 3 0 1 1 0 1800 6000 0 1800 2000 0 76 1947 193 141 26 103 76 2140 0 141 122 0 0.04 0.36 0.00 0.08 0.06 0.00 0.36 0.08 B Page 3 of3 East AQQr {WB} Left Thru _filg!g_ I - 1 1 1 0 1 1800 0 1800 79 32 53 79 85 0 0.04 0.00 0.00 0.04 Turning Movements at Intersection of: El Camino Real and Dove Lane Existing+ Project+Cumulative Projects w e s A p p r Time : 4:45 PM to 5:45 PM Date : 07 /20/06 Day : Thursday Name : Sam, Tyler Sub- Totals totals 325 595 270 0 Subtotals Total 141 26 103 North Approach 2216 193 1947 J + _j _.. t -. North +i t 100 1086 13 2142 1220 3362 South Approach 3507 10 76 ~ r 34 El Camino Real 1291 L 53 +-32 • 79 2 Total Subtotals Sub- totals 164 137 Dove Lane Totals 301 Note : Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r ---------• -.. -------• ------------------ El Camino Real at Alga Road/ Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South AJ:!J:!r (NB} 7:30AM to 8:30AM ~ Thru~ Lane Inside 1 1 Config-(left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow Lane Settings 2 3 Capacity 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 HourlyVolume 208 1476 Adjusted Hourly Volume 208 1476 Utilization Factor 0.06 0.25 Critical Factors 0.25 ICU Ratio = 0.70 1 1 1800 N N 244 244 0.14 LOS= North Aoor (SB) Left Thru~ 1 1 1 1 1 1 2 3 0 3600 6000 0 83 912 68 83 980 0 0.02 0.16 0.00 0.02 B Page 2 of3 West AJ:!J:!r {EB2 East AQJ:!r {WB2 Left Thru ~ Left Thru Right 1 1 1 1 1 1 1 1 1 1 2 2 1 2 2 0 3600 4000 1800 3600 4000 0 97 186 294 612 353 114 97 186 294 612 467 0 0.03 0.05 0.16 0.17 0.12 0.00 0.16 0.17 Turning Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Existing+ Proj ect+Cumulative Projects Time : 7:45 AM to 8:45 AM Date : 07 /20/06 Day : Thursday North Approach Name : Matt (AM), Sarah, Scott Sub-68 T~ totals j w e 631 _j s 1208 2 97 t 577 186 --+ 294 • A p p i r 208 0 Subtotals 1818 Total 3746 South Approach 2750 1063 0 912 83 + L. t North t r 1476 244 1928 El Camino Real 1687 L 114 -+-353 • 612 Total Subtotals Sub- totals Totals 1079 7 1599 520 Alga Road/ Aviara Parkway Note : Left-tum volumes include U-turns. U-turns in bold. E a s A p p r ---.. -.. -• .. -• -• -• -• -• -.. - -------------- Poinsettia Lane at A viara Parkway Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South A1212r (NB2 7:30AM to 8:30AM Left Thru Right Lane Inside 1 1 Config-(left) 2 I urations 3 1 4 I 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 258 229 Adjusted Hourly Volume 258 232 Utilization Factor 0.07 0.06 Critical Factors 0.07 I 0 0 N N 3 0 0.00 ICU Ratio = 0.45 LOS= Turning Movements at Intersection of: Existing+ Proj ect+Cumulative Projects w e s A p p r Time : 7:45 AM to 8:45AM Date : 08/08/06 Day : Tuesday Name: Matt, Mark Sub- Totals totals 618 1675 1057 3 Subtotals Total 497 307 253 North Aoor (SB) West A1212r {EB2 East A1212r {WB2 Left Thru ...Bi8!!!. Left Thru _.lli8h!. Left Thru Right 1 1 1 I 1 1 I I I I I I I 1 2 0 2 1 2 I 2 0 1800 4000 0 3600 2000 3600 1800 4000 0 31 131 76 497 307 253 12 284 75 31 207 0 497 307 253 12 359 0 0.02 0.05 0.00 0.14 0.15 0.07 0.01 0.09 0.00 0.05 0.14 0.09 A Poinsettia Lane and Aviara Parkway North Approach 238 76 131 j + _t _.. t t North ~ t 258 229 0 396 490 886 South Approach 1039 0 31 L. r 3 Poinsettia Lane 801 L 75 +-284 r 12 1 Total Subtotals Sub- totals 371 341 Aviara Parkway Totals 712 Note : Left-tum volumes include U-turns. U-tums in bold. E a s A p p r ----• -.. -----------• -• -• -------------- Poinsettia Lane at A viara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : 4:30PM to 5:30PM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow 2 3 4 5 6 7 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 323 188 Adjusted Hourly Volume 323 202 Utilization Factor 0.09 0.05 Critical Factors 0.09 0 0 N N 14 0 0.00 ICU Ratio = 0.59 LOS= Turning Movements at Intersection of: Existing+ Proj ect+Cumulative Projects w e s A p p r Time : 5:00 PM to 6:00PM Date : 08/08/06 Day : Tuesday Name : Matt, Mark Sub- Totals totals 973 1858 885 2 Subtotals Total 133 388 364 North Aoor (SB) West Appr (EB) East Aoor (WB) 2 0 2 1800 4000 0 3600 119 417 382 133 119 799 0 133 0.07 0.20 0.00 0.04 0.20 A Poinsettia Lane North Approach 1300 918 2 382 417 119 j + L. _j -->-t + North ~ t r 323 188 14 6 791 525 1316 South Approach 2 1 2 0 2000 3600 1800 4000 0 388 364 IO 268 60 388 364 10 328 0 0.19 0.10 0.01 0.08 0.00 0.19 0.01 and Aviara Parkway Poinsettia Lane 382 L 60 +-268 • 10 1 Total Subtotals Sub- totals --- 338 520 Aviara Parkway Totals 858 Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A p p r ---• -... -----• ----... -.. ---.. - ----- ------ L!NSCOTI, LAW & GREENSPAN, engineers APPENDIXC CUMULATIVE PROJECTS TRAFFIC DATA LLG Ref. 3-04-1395 Poinsettia Place -----• -• -• -• -• - -- 11111 -.. -----------.. -.. -- NOTE: AM/PM Peak hour volumes are --s._ wn at the intersections REV. B/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD ., ... -.,... ~ _:::~}TI PROJECT SITE 4°~ AV/ARA PKWY ... ~ '-" '--)\~7 ::: -...\( , ~ ..i-. '---r ,t, "" .A NO SCALE Figure Q.unulative Projects# / AM/PM PEAK HOURS -----------• ---• ---• -• ---------------- NOTE: -AM/PM Peak hour volumes are shown at the intersections REV. 8/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD -·-··o ........ ·:::::::: -····· PROJECT SITE AV/ARA PKWY c:A -..A "1 (1-l ···················· .... ~ ···················· -~ NO SCALE Figure Z. Cumulative Projects # 2-., AM/PM PEAK HOURS -----.. ---.. - -.. - -.. - .. -------------• -- NOTE: -AM/PM Peak hour volumes are shown at the intersections REV. B/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD AVIARA PKWY ···················· NO SCALE Figure CurTl.llatfve Projects# 3 AM/PM PEAK HOURS Dl"\I .. IC!CTTIA DI Al"C -------• .. • -• ------- ------------------ NOTE: -AM/PM Peak hour volumes are shown at the intersections REV. 8/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD ·····o ········· -····· PROJECT SITE AVIARA PKWY ···················· ~ .)~'.. r :!. '\tr! , : NO SCALE Figure Cumulative Projects f t./ AM/PM PEAK HOURS -------.. ---• ---• -.. -.. ---• -------------.. NOTE: -AM/PM Peak hour volumes are shown at the intersections CASSIA RD ·····g ........ ······.··· -····· PROJECT SITE ~~ REV. 8/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers AV/ARA PKWY ···················· -- . ... ~ ···················· :::-~ ~ )\'-7 :!. '\\( , ~ -v .... -~ )\'. ':i/~ ..!:_ -· NO SCALE Figure Ctmllative Projects t 5 AM/PM PEAK HOURS ---.. -.. ---• .. Ill -• -.. --- -----------.. ---.. -.. NOTE: -AM/PM Peak hour volumes are shown at the intersections REV. B/25/05 LLG 1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD ·····o ::::::::. -····· PROJECT SITE AV/ARA PKWY 0 -. d . ~ . .,. I II,. .)I'._ -t (. ····~ ---+--· . -!. ,ti , '• ,: ···················· pQ\NS~ NO SCALE U Figure. Cl.mulatlve Projects f · G AM/PM PEAK HOURS Dl"\ltJ~CTTIA DI Al'C -• -- • -• -• -• -.. -.. -.. ... ill • • -.. --------- ---- NOTE: k hour volumes are -AM/PM Ptefhe intersections shown a REV. 8/25/05 LLG1395.0WG LINSCOTT LAW & GREENSPAN engineers CASSIA RD ·-·.':.·.:~ ;:c;JECT SITE AV/ARA PKWY .. ~ PALOMAR AIRPORT RD · ..... . . ..... . ······ V -0 ? NO SCALE Figure Q.mulative ProEAKJectsH~i AM/PM P ..... ~ .. ... ,,.., .... ~ .......... -----• - -• -• .. • -.. ---------.. --- ------ NOTE: -AM/PM Peak hour volumes are shown at the intersections REV. B/25/05 LLG1395.DWG LINSCOTT LAW & GREENSPAN engineers CASSIA RD AV/ARA PKWY NO SCALE . Figure Q.mulatlve Projects,· ·'$ AM/PM PEAK HOURS ---------• -• -----.. ----- ---------.. ---- NOTES: -ADTs are. shown midblock ('l.rJT 3'10 REV. 8/25/05 LLG1395.DWG -AM/PM Peak hour volumes are shown at the intersections CASSIA RD ... ---- A.tA-ffA. _j 0 ! 5" 23 -z'Z.., 0 <\ ·····g .·::::::.·. ········· -····· PROJECT SITE ...................... POINSETTIA LN ~ NO SCALE ~~ 7, Figure 9 · VOLUMES AM M PEAK HOURS & ADTs POINSETIIA PLACE --.. -,,. -• - ---• -• ---------.. -------- NOTES: -ADTs are shown midblock -AM/PM Peak hour volumes are shown at the intersections CASS/A RD ·.':.':.":':':'1 ......:-:~-:;-:::::;J PROJECT SITE 'OD zer s 1if s5 REV. B/25/05 LLG1395.DWG ,;o ...................... pQ\NSETflA LN NO SCALE Figure /0 Oil~ //---VOLUMES AM/PM PEAK HOURS & ADTs POINSETTIA PLACE ----------- -.. -----• ---.. - ---.. -------- LINSCOTI, LAW & GREENSPAN, engineers APPENDIXD YEAR 2030 TRAFFIC DATA LLG Ref. 3-04-1395 Poinsettia Place I I I 0 I 11 11 II (-' Existing Geometry @) Q) :, C: Q) ~ -1.. -4 t t "" ->, IV "C f! r IV LJ... --ni Q) -----1181 Faraday Ave. ~1----- a:: 0 C: 1 { J "'\ "'\ tt y .E ~ w -01@ IV 0 a:: 0. g .E a iii ~ 5 i := ! ...; t H "" i.: ~ 8 , ~ Palomar Airport Rd. oi------ i ~ l "'\ tt t rr Q) ../ a:: 0. a:: 0 > ·g =: -~ 0 ·-a ~ ' -() w w Q)I@ Li 0 a:: -21 5 0 C: 4 + + .E -~ camino Vida Roble 8 i .J.~ 1u ~~ t t Q) ~ a:: a:: 0 --.,: 0 .5: ' -~ ~ a () -w w JN: 55-100214.001 December 2005 I I I I I I I I I I \as! Ana,ys1steo~etr~ Year 2030 Volume ~ (CII~ TIF or Developer Fees) I@ ~~ r~~,@ C') ~ "q" I,. ~ o £!? '-242/603 :g ~ ; -509/268 ;~: ,62165 ,--..,--:-----181-----Faraday Ave. o 2~112 J 1 """ t r a:: ~~CX) 317/426-g ~ ~ £!? 201/495 ---... .E N !:: ~ ~ ' 8 NL!)~ -AM/PM iii CX) ~ ~ \.. .... -...If++"" r -. . gi--- 1 i "'\"'\ t t v =t ·I 0 iii ~ I I TIF Funded ~ o~ 'el~~~ v' ~ ~ ~ '--1090/784 ~ ~ ~ -1360/700 ,) + " , 4111993 Palomar Airport Rd. 8 t . "'\ r , 149/467 J l a, -q-("I) , ,1020/1807-~ t:: ~ ~ a 02184 , -~ • ~ ~ ~ ~ AMiPM ~ Lt) CO i w ~ < I @ ~ 7 ~ ~ ~ '--27/28 ~~a, -14/9 N ~ N .. 11/24 ,) +.'*' o' Camino Vida Roble g1--"'\--t-r- • 63/266 J l ,... 0 "q" a:: N co~ 10/9-0 ~~~ 104/655 ---... -~ § ~ ("I) ~ ' 0 CX)~ 2 -co < w N AM/PM *Operational @ Existing geometries used for year 2030 analysis. @ 4++\.. ' camino Vida Roble gi---- J t ~ ~~ ttt,,, 0 -~ a iii Future roadway extensions require changes to the intersection configuration. I I Rec~~n0~~~±ri:fmeit~ I @ l Base geometry sufficient @4K '-. free ---~ .,. ""~8 ~ 0 Palomar Airport Rd. m "'\ t t t (""("" _!, &! .9-J O fi @ -C -.E '" ... 0 ' jjj Base geometry sufficient I I Intersection Geomet_ry and Traffic Volumes EXHIBIT 3 (page 9 of 20) I I I 0 I -, I I .. I I I I f · \ 1:x1stmg l:ieomelry <IJ C ta ....I .!!! :t:: 5l @ .,) • t \...\... ~ -f IQ! I I C ·a a.. --iii <IJ 0:: g ·e ~ Poinsettia Lj riJ ~~ ft f t"" -0 C: ' .E 8 jjJ w t® a.. ~ ~ .!!! -~ -- " -I!! u.. 0 .£: ovl - E p' c'3 jjJ L- @ \__ --r j 0 .£: -E -c'3 ' w ~ JN: 55-100214.001 December 2005 '@ ~ ~ l __ ~Anl J . • • 28 co j 6·::.·.i i, (CIP,TIF o i-· G~._..-/ M ~ l,.;:,t;,;:· '28' r Developer Fees) "' --CX) \,, ~ I I • I I I 'Year 10"30\/olume '.!:: ~ !:!2 '-95/21 ~;:: ~ -64/143 .,) t \... ,219/830 Poinsettia Ln. 8r---- . 132/32 _j .; ~ f t"" . 288/133-~ 0 ,.._ CX) ..-co ,.._ ..-..-v --..--.. LO -.. "I 196/42 -~ AM/PM 1\ 8 w @) ~·"¢· "I "I M O>LOM 0) "¢ LO "' "'o ~ -478/312 ..-M CX) 0) 0 "' 7 48/403 Lt)..-..-r ·~ ' t \.._ 8 Alga Rd. Aviara Pkwy. 0 ~ f t"" I I 108/105 ...I ~ ;£ ~ ~ 224/506-g ~ ~ ;-;::; ~ ·-..-CX) .. , a.. 308/452 -...,_ E CX) LO CO -. i AM/PM ' 8 MLOLO ~ w "' • i ~ ~ \:;::::I ,.._ 0 ..-"' "' ..-t::: co ~ \... 404/236 ~ ~ M -472/406 ; ~ ~ , 1a91161 ~~..-----101---~~~ La Costa Ave. ~ t t"" 1126/629 _j .; a> a> ,-... 372/617-~ ~ ~ ~ 77 C: --..---324/2 , ~ re ~ ~ ; AM/PM w ~ <( ~ -"1 t. \...\... 0 r Poinsettia Ln. ai ~~ tt t,,.... j Cl) a:: -g I ' .E 8 iij @ 11 Existing geometries / used for year 2030 analysis. @ Existing geometries used for year 2030 analysis. I I ReL .. lnenclu ,«,proft:11.lnts/l I Modifications (-:--~ I I @ '' @) @ Base geometry sufficient Existing geometry sufficient \... ovlp J 111 1,..1,.. ~ 7 La Costa Ave.1 ~~ t t y j 1 .L. g -·e ' ~ w I I Intersection Geometry and Traffic Volumes EXHIBIT 3 (page 10 of 20) ai Cl 0 3l ~ -Ql C ~ .!!! 3: C ·o a.. >-I ro a.. 11:! ro ~ -Ql C ro .....I .!!! ~ 3l C ·o a.. I I I I Existing Geometry ~ -4" r 0 J Poinsettia Ln. j j "y =: ~ ' ~ ~ @ ~ -p.::: ~, ..... _' __ "" t y t ; Q. !!! ('ll ~ -ovlp :\ ' -g(s-r & \:::..Y \_ ~ ~ ~ -5 C ro 0::: -"C ro & .c 01 ~ "iii .r. C Ql .:?: 5 --4-. r Olivenhain Rd. ..J -' if "1 r lll ] ffi Cl) -5 & JN: 55-100214.001 December 2005 I I .a! I ~ale An.1ys! Gelmely Year 2030Volume fJLd (CIP,TIF or Developer Fees) I I I I Re~omfnenla ,Pnpro!em!nt-,I Modifications ( I I I I I I '@ ..-,,_,,::.;;o, -@ 0) C"') -.;f" ..- 0) -.;f" ~ C"') ~ LO (") -.;f" sr:t .,,/ t " Poinsettia Ln. \_ 51/36 647/504..J ~ ~ t t z --799/1069 -a; ~ co M 0 C\IC"') C"') 20/83....... 0 ...... ~ ' :Ji -. AM/PM ~ ~ @) ..-m ,.._ <O m <O ...._ ~in~ \_ 107/59 ~ ~ ~ -300/637 .,,; t \... ,8124 Poinsettia Ln. 8'1---- 535/218 ..J " t r J 435/313-1.{ 228/463, ~ a,.._ se LO,.._..- C"') ~ C"J c-:lm ~ ...... 0 e: .!l! ~ AM/PM C"J LO ~ <C ® 0 j \_13/23 ..-<C ~ t::: ~ g -1137/978 O),q-..-·- ..-N N ~ f 458/504 .,,/ t \... Rancho Santa Fe Rd. Olivenhain Rd. . " t r 10/15..J ~ C") <0 co IL O ..-CO 984/1212-s ~ ;::: SQ 71/468, ~ ~ ~ ~ 0 sr:t (0 -. AM/PM ij ~ C: /}. Existing geometries used for year 2030 analysis. @ Existing geometries used for year 2030 analysis. ® Existing geometries used for year 2030 analysis. @ ® Existing geometry sufficient Existing geometry sufficient ~ \_ .2: - <C - 4-. 0 j f Rancho Santa Fe Rd. Olivenhain Rd. ..J -... ' ~ ,"1 r if 3l lll .i: C: c?l -5 C: IP. Intersection Geomet_iy and Traffic Volumes EXHIBIT 3 {page 17 of 20) • -------~ t-----• -• ---• ---------------------- MITIG8 -2030 ,am_.:.,.:· , Thu Jan 5, 2006 15:55:56 .i?age 1-l: -------------------~--~------------~--------------------------------------·----- City of Carlsbad TIF -,Year -2030 AM Peak Hour Conditions With Improvements/ Modifications --.-----.--. ·------------------------------------------·--------·--·- Level Of serviqe Computation Report ICU !(Loss as ·Gycle Length·%) Method (Future Volume Alternative) *************~********~*******************************************~*****~******* Intersection #1026 El ·camino Real and Palomar Ai:rport Rd ****W***~************~***~******~**********~************************************· Cycle (sec): . Loss Time (sec) t Optimal Cycle: 140-. ·10.-{Y+R = 57 Critical Vol./Cap. (X): 4 sec} Average Delay (sec/veh): -Level ·Of Service: * * * ***** * ** ** ***** ** ** * * * * *** * .. ~ ** * **.*.** * * * *** * **** * * * * *** * ** *** * *i: **** * * * * **** * Street Name: El Camino Real Palomar Ai:rport Rd · Approach: · Movement: North Bound South Bound East Bound West Bound L --. T R L T R L T R L T R ------------1-·--------------11-. -------------11---------------11---------· -----1 C9ntrol: Protected Protected Protected Protected Rights: Ovl Include Include · Ignore Min. Green: o o o o o o o o o o o 0 Lanes: 1 o 3 o 2 3 o 2 .1 o 2 o 3 o 1 3 O 3 O 1 ------------1----. ----------11----__ · -------11---------------11---------------1 Volume Module: Base Vol: 38 1548 612 66·4 846 524 149 1020 102 477 1360 992 Growth Adj: 1.00 1.00· 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 1548 612 664; 846 524 149. 1020 102 477 1360 992 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 38 1548 612 664 846 524 149 1020 102 477 1360 992 User Adj: 1.00 1.00 l.QO 1. 00 1.00 1.00 1.00 1.00 1. 00 1. 00 1.00 · 0.00 PHF Adj: l.OQ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o.oo PHF Volume: 38 1548 612 664 846 524 149 1020 102 477 1360 0 Reduct Vol: 0 0 0 ·o 0 0 0 0 0 0 0 0 Reduced Vol: 38 15.48 61·2 664 846 524 149 1020 102 477 1360 0 PCE Adj: J;.QO 1.00 1.00 :l,.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o.oo MLF Adj: l;QQ 1.00 1.00 1.00 1.00 1.00 1. 00 1. 00 1.00 1.00 1.00 0.00 Final Vol.: 38 1548 612 664 846 524 149 1020 102 477 1360 0 ------------1---------------11---------------11---------------11---------------! Saturation Flow Module: sat/Lane:. 18QO 1800 , 1800 1.800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.11 1. 00 LOO l.lJ; 1 .. 0.0 1.00 1.11 1.00 1.00 1.11 1.00· Lanes: 1.00 3 .00 · 2.00 3.00 2.00 1.00 2.00 3.00 1. 00 3.00 3.00 1.00 Final Sat.: 1800 6000 -3600 5400 '4000 1800 3600 6000 1800 5400 6000 1800 ------------1---------------11---------------11---------------! 1---------------1 Capacity Analysis Module: Vol/Sat: 0.02 0.26 0.17 0.12 0 .21 · 0.29 0.04 0.17 0.06 0.09 0.23 0.00 Crit Moves: *·*** **** **** **** ********•**************************************************************~******** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE -------• -• -• -• -- ... ---.. ---- ------ --- -~ \_.}) '•,, ..... •· MITIG8 -: 2030· pm . Thu Jan 5, 2006 15:56:05 City of Carlsbad TIF Year-·2030 PM Peak Hour Conditions With Improvements I Modifications Page 1-1 ---... ------. -------------------------------------------------------------"-- Level Of Se:rvice_Computation Report ICU l(Loss as Cycle Length%) Method (Future Volume Alternative) * * * * ** * * * * * * ** * * * ** *·* * ** * ** * * ** * ** * *·**** *** * * * ** ***** * *** * * * * * * ** * * *** ** * **** * ** Intersection #1026 El Camino Real and Palomar Airport Rd ******************************************************************************** Cycle (sec}: Loss Time (sec): Optimal Cycle: 140 Critical-Vol./Cap. (X): 10 .(Y+R =a ·4 sec) Average Delay (sec/veh), · 98 ,Level Of Service: 0.868 = D ******************************************************************************** Street Name; Approach: El Camino Real Palomar Airport Rd North Bound South Bound East Bound West Bound Movement: L T R L T R I, T R L T R ------------J---------------11---------------11----------------11---------------1 Control: Protected Protected Protected Protected Rights: Ovl Include Include Ignore Min. Green: ·O O o o O o o O o O o 0 Lanes: 1 o 3 o 2 3 o 2 1 O 2 o 3 o 1 3 o 3 o 1 ------------1---------------11---------------1 l---------------11---------------1 Volume Module: Base Vol: 79 924 753 953 1230 168 467 1807 84 892 700 574 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l.00 1.00 Initial Bse: 79 924 753 953 1230 168 467 1807 84 892 700 574 Added Vol: o o · o o O o o o o O o o PasserByVol: o o o o o o o O o o O o Initial Fut: 79 924 753 953 1230 168 467 1807 84 892 700 574 User Adj: 1;00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o.oo PHF Adj: 1.00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 79 924 753 953 1230 16& 467 1807 84 892 700 O Reduct Vol: o o o o O o O o o O o O Reduced Vol: 79 924 753 953 1230 168 467 1807 84 892 700 o PCE Adj: 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1..00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 0. 00 Final Vol.: 79 924 753 953 1230 168 467 1807 84 892 700 o ------------1---------------11---------------11---------------l l---------------1 Saturation Flow Module: Sat/Lane: 1800 -1800 1800. 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.1"1 1.00 1.00 1.08 1.00 1.00 1.11 1.00 1.00 1.11 1.00 Lanes: 1.00 3.00 2.00 3.00 2.64 o.36 2.00 3.00 1.00 3.00 3.00 1.00 Final Sat.: 1800 6000 3600 5400 5151 649 3600 6000 1800 5400 6000 1800 ------------1----. -----------I I -----------------11---------------11 ---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.15 0.21 0.18 0.24 0.26 o.13 0.30 0.05 0.11 0.12 o.oo Crit Moves: **** **** **** **** *****~************************************************************************** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE -----/ .. ,·-····?) -i : .. ---• -• ---.. -----·, ---.. -.. -... -----'• -1( -, ---- MITIGB -2030 am Thu Jan 5, 2006 15:21:54 l'.!age 1-1 City of Carlsbad TIF Year 2030 AM Peak Hour Conditions -------------------------------------------------------------------------w------ Level Of Service Computation Report ICU l(Loss as Cycle Length%) Method (Future Volume Alternative) * * * *** * * *** * * * * * * ** * * **** **** **** * *** * ** * * *** * ** **** * * * ** *** ** ** * * * * **** * * *'** * **. Intersection #1027 El Camino Real and Camino Vida Roble ******************************************************************************** Cycle (sec): 140 critical Vol./Cap. {X): 0.637 Loss 'l'.ime (sec): 10 (Y+R = 4 ·sec) Average Delay (sec/veh}: xxxxxx: Optimal Cycle: 46 Level Of Service: ~ ****************************************************************************~*** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T . -R ------·-----l---------------l 1---------------11---------------11--------------. I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: o o · o o o o o o o o o 0 Lanes: 2 o 2 1 o l o 2 1 o 1 o o 1 1 1 .. o o 1 o ------------1---------------11 .-_ ------------11---------------11-------. -------1 Volume Module: -· Base Vol: 807 2619 34 29 1086 248 63 10 104 11 14 27 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 l.00 1.00 1.00 1.-00 1,00 1.00 Initial Bse: 807 2619 34 29 1086 248 63 10 104 11· 14 27 Added Vol: o o o o o o o o O O O O PasserByVol: O O O O O o O O O o O -O Initial Fut: 807 2619 34 29 1086 248 63 10 104 11-14 27 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00.1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 PHF Volume: 807 2619 34 29 1086 248 63 10 104 11 14 -27 Reduct Vol: o O o o o o o O O O O O Reduced Vol: 807 2619 34 29 1086 2·49 63 10 104 11 14 27 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 807 2619 34 29 1086 248 63 10 104 11 14 27 ------------1---------------11---------------11---------------11---------------1 Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 lS-00 1800 1800 Adjustment: 1.00 1.08 1.00 1.00 1..09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.96 0.04 1.00 2.44 0.56 1.00 0.18 '.!,.82 1.00 0.34 0.66 Final sat.: 3600 5731 69 1800 4796 1004 1800 316 3284 1800 · 615 1185 -----------1---------------11---------------ri---------------11---------------1 Capacity Analysis Module: Vol/Sat: 0.22 0.46 0.49 0.02 o.23 0.25 0.04 0.03 0.03 0.01 0.02 0.02 Crit Moves: ****. **** ****. **** * * *** *** ***** **** * *** ** ** ***** * * *** * *·******** *** ****** **************"**** * * *****'le- Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE. -------- • -• -• ---• -• --... -------- MITIG8 -2030 pm· Thu Jan 5, 2006 15:36:52 Page 1-1 -------------~---~----------------------------------------------------· --------4 City of Carlsbad TIF , . Year 2030 PM Peak Hour conditions ---. ------------------------.---------------------------------------~--------·---. Level Of Service Computation Report ··ICU 1 (Loss .as Cycle Length,.%) Method (Future Volume Alternative) ******************************************************************************** Intersection #1027 El Camino Real and Camino Vida Roble ******************************************************************************** Cycle (sec): Loss Time (sec): Optimal Cycle:. 140' 10 (Y+R., 64: Critical Vol ./Cap. (X): 4 sec) Average Delay (sec/veh): Level Of Service: 0.758 XX?CXJCX C *****************************************************************************~** App=ach: North Bound . south Bound East Bound West Bound Movement: L . T · R L T ·-R L T R L--T R ------------1---------------11---,-----------I 1---------------11--------------I Control: · Protected· · Protected Protected ·· Protected Rights:· Include Include Include Include Min. Green; o o ·o o o o o o o 6 O 0 Lanes:· 2 o 2 ·1 o .· 1 o 2 1 ·.o 1 o o 1 1 l .o o 1 o ------------!---.-----------11---------------11---.-----------11--------------1 Volume Module: Base Vol: 127 1160 14 20 2398 52 266 9 655 24 9 28 Growth Adj: 1.00 l.00 1.00 .l.00 1.00 1.00 1.00 1.00 1.00 l.00 l,00 1.00 Initial Bse: 127 1160 14 20 2398 52 266 9 655 24 9 28 Added Vol: o o o o o o o o o o o o PasserByVol: O O O O o o O O O O O 0 Initial Fut: 127 1160 14 20 2398 52 266 9 655 24 9 28 user Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Loo l.Q.O' 1.00 PHF Adj: 1.00 1.00 1.00 1;00 1.00 1.00 ·1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 127 1160 14 20 2398· 52 266 9 655 24 9 28 Reduct Vol: o o O o o o o O· o O O O Reduced Vol: 127 1160 14 20 2398 52 266 9 655 24 9 28 PCE Adj: 1.00 1.00 -1.00 1.00 1.00 1.00 1.00 1.00 l.00 1.00 1.00 1.00 MLF Adj: .1.00 1.00 1.00 1.00 1.00 .l.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol. : 127 1160 .14 20 2398 52 266 9 655 24 9 28 ------------1---------------IJ---------------! f---------------f 1-------------·-I Saturation Flow Module: · Sat/Lane: 1800 1800 1800 ,1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.07 1.00 1.00 1.08 1.00 l.00 1.00 1.00 J...00 1.00 1.00 Lanes: 2;00 2.96 ·o.04 ·1:00 2.94 ·.0.06 ·1.00 0.03 1.97 1.00 0.24 0.76 Final Sat.: 3600 5736 .64 1800 5685 115 1800 49 3551 1800 438 1362 ------------1---------------l l----------------11---------------11---------------1 Capacity Analysis Module: Vol/sat: 0:04 0.20 ·0.22 0.01 0.42 0;45 0.15 0.18 o.18 0.01 0.02 0.02 Crit Moves: **** · **** **** ****~**********************•***********~**************************************** ,.. Traffix 7.6.0715. (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE ' ' .. K~-, __ ---- -----------• • ---.. -.. --• -------------- El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : 7:30 AM to 8:30AM South Appr (NB) Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity 1 2 3 4 5 6 7 1 1800 3 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 120 2600 Adjusted Hourly Volume 120 2600 Utilization Factor 0.07 0.43 Critical Factors 0.43 ICU Ratio= 0.79 Turning Movements at Intersection of: Year 2030 Time : 7:45 AM to 8:45 AM Date : 07/13/06 Day : Thursday Name : Art, Carlos Sub- T~ totals w e 330 s 1070 0 740 A p p r 0 0 N N 50 50 0.00 LOS= 470 50 220 Subtotals Total North Annr (SB) West Appr (EB) East Appr (WB) 1 3 0 1 1 0 1 0 1800 6000 0 1800 2000 0 1800 2000 0 60 960 150 470 50 220 50 60 60 60 1110 0 470 270 0 50 120 0 0.03 0.19 0.00 0.26 0.14 0.00 O.Q3 0.06 0.00 0.26 C El Camino Real and Cassia Road North Approach El Camino Real 4305 Total 1170 3135 Subtotals 5 150 960 60 Sub- j + L. totals Totals _t L 60 _..... t -+-60 170 -. • 50 0 330 North 160 i t r 120 2600 50 Cassia Road 0 1230 2770 4000 South Approach Note: Left-tum volumes include U-turns. U-tums in bold. 2 a s t A p p r -------------------• -• -• -• ------------ El Camino Real at Cassia Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : South A:e:er (NB} North Aoor (SB) West Appr {EB} 4:30PM to 5:30 PM Left Thru ~ Left Thru ~ Left Thru ~ Lane Inside 1 1 1 1 Config-(left) 2 1 1 1 1 urations 3 1 1 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 (YIN)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 120 1200 100 60 2400 350 210 50 190 Adjusted Hourly Volume 120 1300 0 60 2750 0 210 240 0 Utilization Factor 0.07 0.22 0.00 0.03 0.46 0.00 0.12 0.12 0.00 Critical Factors 0.07 0.46 0.12 ICU Ratio = 0.75 LOS= C Page 3 of3 East A:e:er {WB} Left Thru ~ 1 1 1 1 1 0 1800 2000 0 100 70 90 100 160 0 0.06 0.08 0.00 Turning Movements at Intersection of: El Camino Real and Cassia Road Year 2030 Time : 5:00 PM to 6:00 PM North Approach El Camino Real Date: 07/13/06 Day : Thursday 4311 Total Name : Art, Carlos 2810 1501 Subtotals 1 Sub-350 2400 60 Sub- To~ totals J + L. totals Totals w e 540 _j L s 990 0 210 90 450 50 __.. t ....__ 70 260 190 t • 100 0 469 A North p 209 p +i t r r 120 1200 100 Cassia Road 3 Subtotals 2690 1420 Total 4110 South Approach Note: Left-tum volumes include U-turns. U-turns in bold. E 'I s A p p r ------,-~ "· ----.. -• -• -.. -.. ----) •' .·'· ... --... .. -----... -------~ ... :.-l ----- MITIG8 ~ 2030 am Thu Jan 5, 2006 15:22:03 · -Page i-i -----------------------,--... ----.. ------------------------------------------· -·--·- City of Carlsbad TIF Year 2030 AM Peak Hour Conditions -----------------------------------------------------------------·-. -·----------- Level Of Service Computation Report ICU l(Loss as Cycle Length%) Method (Future Volume Alternative) ********************************************************************~*********** Int~rsection #1028 El Camino Re.~l an,q. Poinsettia Lane ********************************************************************Y*****'****** Cycle (sec): Loss T:ime.(sec): Optimal Cycle: i40 10 (Y+R = 54 Critical Vol./Cap. (X): 4 sec) Average Delay {sec/veh): · · Level 0:1: Service: 0.704 xxxxxx C ********************************************************************~**~*****~** Approaqh; North Bound · Soutii Bound "East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11-.-----... -------.11---------------11--------------·-1 control: Protected Protected Protected Protected Rights: Include Incluqe Include . Include Mi~. Green: O O O O o O O O O Q. ·O 0 Lanes, 2 o 3 o 1 2· o 2 1 o 2 o 1 1 o 2 o 1 1 o ------------1---------------11--. ---------.--11---------------11----------~----I Volume Module: Base Vol: 95 2595 432 18 ·1146 36 132 2!38 196 219 .~ 64 95 Growth J\dj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ·1.00 Initial Bse: 95 2595 432 i& 114~ 36 132 288 196 219 64 95 Added V9l: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: o o o o o o. o o 0 0 0 0 Initial Fut: 95 36 196 2i9 64 95 2595 432 18 1146 132 288 User Adj: 1. co 1. oo 1. oo 1. oo 1. 00 1. 00· 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00· 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 PHF Volume: 95 36 196 2·19. 64 95 2595 432 18 1146 132 288 Reduct Vol: o o o o o· o 0 0 0 0 0 0 Reduced Vol: 95 2595 432 18 1146 36 132 288 196 219 64 95 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 95 2595 432 18 1146 36 132 288 196 219 54· 95 ----------· -1---------------11---------------11---------------11---------------1 Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.11. _1.00 1.00 1.08 1.00 1.00 1.09 1.00 1.00 1.11 1.00 Lanes: 2.00 3.00 1.00 2.00 2.91 0.09 ·2.00 1.19 0.81 2.00 1.'00 1.00 Final Sat.: 3600 6000 1800 360G 5~36 164 3600 2342 1458 3600 iooo 1800 ------------I ---------------I I -----.. · -' ------I 1 ---------------11---·-------~ -·--I Capacity Analysis Module: -· Vol/sat·: 0.03· 0.43 0.24 0.01 0.20 0.22 o.o4 0.12 0.13 0.06 o·.03 0.05 Crit Moves: ·**** **"'* **** **** ***************************************************************************~**** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE ------- --- ---.. ---• -• .. • -• ------------ MITIG8 -203Q pm Thu Jan 5, 2006 15:37:00 Page 1-1 City of Carlsbad TIF -Year· 2030 PM Peak Hour Gonditions - - -... -----__ ..__ --- - - --·--·--------------- ------------------- - -------------·-----• - --'"4 . . · Level Of. Service Computation Report ICU 1 (Loss as ·Cycle Length .. %J Method (Future Volume Alte;rnative) ***~*****~*******~****~************************************************~******** Intersection #1028 Bl Camino Real and Poinsettia Lane *********************•********************************************************** Cycle (sec): Loss Time (sec): Optimal Cycle: 140 Criti"cal V'ol./Cap. (X): 10 (Y+R: · 4 sec) Average Delay (sec/veh): 63 Level Of Service: 0.754 xxxxxx C *********~******************~*~********************************************~**** Approach:· Movement: North Bound South Bound Bast Bound ·west Bound L T R L T R L T R L T - R ------------1-----. ---------11---------------11---------------11--------------1 Control:· · Protected Protected Protected Protected Rights: Include Include Include Include Min . Green : O · O O O o O O O O O . O 0 Lanes: 2 o 3: o 1 2 o 2 1 o 2 o l l o 2 o 1 1 O ------------I ------: -----· ---11-------· -------I-I ---------------11---------------I Volume Module: . Base voii· · · 110 1167 : 478 · 58 1906 123 32 133 42 Growth Adj, 1. oo 1. oo 1. oo-1. oo 1. ao 1. oo 1. oo 1. oo 1. oo Initial Bse: 110 1167 478 58 1906 123 32 133 42 Added Vol: o o o o o o o o o PasserByVol: o o _o o o o o O o Initial Fut: 110" 1167 478 58 1906 · 123 32 133 42 User Adj: 1.00 1.00 LOO LOO .1.00 1.00 1.00 1.00 i.oo PHF Adj: 1. 00-1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 PHF Volume: 110 1167 478 58 1906 123 32 133 42 Reduct Vol: o o o O o o o o o 830 143 1.00 1.00 830 143 0 0 0 0 830 143 1.00 1.00 1.00 1. 00 830 143 0 0 21 1.00 21 0 0 21 1. 00 1.00 21 0 Reduced Vol: 110 ,1167-478 58 1906 123 32 133 42 830 143 21 PCE Adj: 1.00 -1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.-00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 110 1167 478· 58 1906 123 32 133 42 830 143 21 -----------1----------------11---------------I l-·--------------11---------------! Saturation Flow Module: · Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.11 1..00 1.00 1.08-1.00 1.00 1.07 1.00 1.00 1.06 1.00 Lanes, 2.00 3.00 1:00 2.00 2.82 0.18 2.00 1.52 0.48 2.00 1,74 0.26 Final Sat~: 3600 ~000 l800 3600 5473 327 3600 2936 864 3600 3339 461 ------------·I·----:---------11-----.---·-------11---------------11---------------1 Capacity Analysis Module: Vol/Sat: 0.03 0.19 0.27 0.02 0.35 0.38 0.01 0.05 0.05 0.23 0.04 0.05 Crit Moves: **** **** **** **~* ** ** * ****** **.***"* *"* *** ~****** *** ********·** * * * ****** ****** * ****** * **·* * * ** **** ** * * Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE -----.. -------.. ---• -~~ ./~····,., .. • I \ .. ) -• -• -• .. .. ---- ---- MITIG8 -2030 am Thu Jan 5, 2006 15:22:11 ··.·~ .:page 1-':J..:. --------·----------------------------------·----t--·-------· -------... -,., -·--· --· -· . city of Carlsbad TIF Year 2030 AM Peak Hour Conditions Level Of Service Computation Report ICU l(Loss as Cycle Length,) Method {Future Volume Alternative} * * *' * * ** * * **** * ** * * * ** *** ** ***** * * *** *** * * *** * * * *** * **** *** ** ** ****'**.** ** * *'* *** ** Intersection #1029 El Camino Real and Aviara Pkwy/Alga Road ** * **** * * * *** * ** * * ** ** * * *** **** * * * * * * * * * * *** ** * * * ** *** *** *** ** ** **''* ***"'** * *** * * * Cycle (sec): Loss Time (sec): Optimal Cycle: 140 10 (Y+R = 75 Critical Vol./Cap. (X}: 4 sec) Average Delay (sec/veh): · ·Level Of Service: 0.806 ::o6codc .. ' J) **************************************************************~*****************' Ap:proach: North Bound South Bound East Bound · .. West Bound Movement: L T R L T R L T R L · -. T· -R ---·--------1---------------11-----· ---------1 r---------------11-------· ---· ---1 control: Protected Protected Protected· Protected Rights: Ignore Include Ovl Include Min. Green : o o o o o o o o o · o o 0 Lanes. 2 o 3 o l 2 o 2 l o 2 o 2 o l 2 ·o 1 1 o ------------1---------------11---------------11---------------11------·-----· ---1 Volume Module: · · · Base Vol: 381 2558 565 128 1030 59 108 224 308 748-478 308 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1;00 1:00 1.00 Initial Bse: 381 2558 565 128 1030 59 io8 224 308 748 478 308 Added Vol: o o o o o o o o O O O o PasserByVol: 0 0 0 0 0 0 o· 0 0 o. 0. 0 Initial Fut: 381 2558 565 128 1030 59 108 224 308 148 478 308 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 l.QO 1.00 1.00 1.00· 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00· 1.00 PHF Volume: 381 2558 o 128 1030 · 59 108 224 308 748 478 308 Reduct Vol : o o o o o O o o O . O .. O O Reduced Vol: 381 2558 O 128 1030 59 108 224 308 749: 478 308 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 381 2558 o 128 1030 59 108 224 308 74S-478 308 ------------,-· ------------11---------------11--------------· 11------· · -------1 Saturation Flow Module: · sat/Lane: 1000 1aoo 1000 1800 1800 1000 1000.1aoo 1aoo 1000 1000 1000 Adjustment: 1.00 1.11 1.00 1.00.~.oa 1.00 1.00 1.11 1.00 1.00 1.09 1.00. Lanes: 2.00 3.oo 1.00 2.00 2.84 0.16 ·2.00 2.bo 1.00 2.00.1.22 0.78 Final Sat.: 3600 6000 1800 3600 5507 293 3600 4000 1800 3600 2389 1411 -----------· 1---------------11----. ----------11---------------1 f ----------·-----I Capacity Analysis Module: · · Vol/Sat: 0.11 0.43 0.00 0.04 0.19 0.20 0.03 0.06 0.17 0.21 0.20 0.22 Cr.it Moves: **** *.*** · **** **** ******************************************************************************** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE ---------.. -• -• - Ill --- ·. ·: ,~. -.. -• .. -----------... . MITIG8 -20.3 0 pm Thu Jan 5, 2·00& 15:37:07 Page 1-1 -------------. --. ---------...... -. ---.. -.-.--. --.-_ -.. ---------------------· -------- City of Carlsbad TIF Year 2030 PM Peak Hour Conditions ----. -----. ----.. ------. ----. ------. -------------. ·--------------------· ---------- . · Level Of Service Computation Report ICU: l(Loss as Cycle Lengt~·%)_Method (Future Volume Alternative) ***************'!it.***********·***~!:*::':**·*~******·********************* **'x ****** ** ** ** Intersection #1029 El Camino-Real and Aviara Pkwy/Alga Road * * * ** ** * * ** **·* **·* * * ** * *·***·***·* 1'* ** *** *** *** ** * * **** * ** ***** *** * * * ** * * *** ****** * * Cycle (sec): Loss TimE! . (sec} : Optimal Cycle: · 140 . 10 {Y+R =; .102 Critical Vol. /Cap. {X) : 4 sec) Average Delay (sec/veh): Level-Of service: 0.876 xxxxxx D * * * * * ** * **** * * ** *'* ** **·*·*** * *· ***·*'*-* ****-****·** * * ** * ** ** ** * **** * * * * * * * * ** ** ** * * * * * * Approach: North Bqund South, Bound. East Bound West Bound Movement: LT R LT R LT R LT R ---------.---1-------.-. --.. --1 (-.-.... ----------1.1---------------11---------------1 Control : Protecte!i Protected ._· Protected Protected Rights; Ignore· Include -OVl Include Min. Green: o o O o o o o o o O O 0 Lanes: 2 o 3 o 1 2 o 2 1 o 2 o 2 O 1 2 Q. 1 1 o ------------1-----------. ---11----:---· .---.--·-11---------------11----------·----1 Volume Module: Base Vol: 481 9~4 865 334 2·214 122 105 506 452 403 312 132 Growth Adj: 1.00 LOO LOO 1_.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 l.OCi Initial Bse: 481 944 J65 334 ·2214 ·122 105 506 452 403 312 132 Added Vol: o o o o o o o o o o o o PasserByVol: O O O O O o o O O O O O Initial Fut: 481 944 865 ·334 2214 122 105 506 452 403 312 132 User Adj: 1 .• 00 l.OQ 0.00 LOO· LOO· 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 o .. oo 1.00 1.00 1.00, 1.00 1.00 i.oo 1.00 1.00 1.00 PHF Volume: 481 944 o ~34 2214 122 105 506 452 403 312 132 Reduct Vol: 0 O O O O O O O O O O 0 Reduced Vol: 481 944 o 334 2214 122 105 506 452 403 312 132 PCE Adj: 1.00 1.00 0.00 LOO 1.QO 1.00. 1.00 1.00 1.00 1.00 1.00 1,00 MLF Adj: 1.00 1.00 0.00 .LOO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 481 944 o , 334 2214 122 105 506 452 403 312 132 ------------1-----·-.--------11--· · -·.--.-----I l---------------11---------------1 Saturation Flow Module: · · Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: L 00 1.11 ;t. OQ 1 .. oo l. OB l. 00 1. oo 1.11 1. 00 1. oo -1. 08 1. oo Lanes: 2.00 3.0Q. 1.00 2·.00 2,.84 0.16 2.00 2.00 1.00 2.00 1.41 0.59 Final Sat.: 3600 6000 1·800. 3ti00 5518 282 . 3600 4000 1800 3600 2730 1070 -------. ____ .. , · _________ .----11--·-· · .. ----------1 i---------------11 · ---·-----------! Capacity Analysis Module: Vol/Sat: .0.13 0.16 0.00. Oc09 0.40 0.43 0.03 0.13 0.25 0.-11 0.11 0.12 Crit Moves: **** **** **** **** ·******************************~~**~*********~~********************************** Traffix 7.6.0715 {c) 2003 Dowling Assoc. Licensed to RBF CONSULTING,· IRVINE -- --.. ~3) --• -.. • • -.. -.. -• -&2:\ • r1 .:.,· -.. -.. ---------.,---:-._ -t-::-·:.:• ... (' n 1~!~,~-.. ---- MITIG8 -2030 am Thu Jan 5, 2006 15:28:30 Page 1-1 -------------------------------------------------------------------------------- City of Carlsbad TIF Year 2030 AM Peak Hour Conditions Level Of Service Computation Report ICU l(Loss as Cycle Length%) Method (Future Volume Alternative) **~***************************************************************************** Intersection #1050 Poinsettia Lane and Aviara Pkwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.558 Loss Time (sec): 10 (Y+R = 4 sec) Average Delay (sec/veh): .xxxxxx Optimal Cycle: 37 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: LT R LT R LT R LT R ------------1---------------11---------------11---------------11---------------1 Control: Protected Protected Protected Protected Rights: Include Include Ovl Include Min. Green: O O o o o O O O o O O 0 Lanes: 2 O 1 l o 1 O 1 1 O 2 O 1 O 2 1 0 1 l 0 ------------J---------------11---------------11----. ----------1 [--------------1 Volume Module: Base Vol: 372 509 31 Growth Adj: 1.00 1.00 1.00 Initial Bse: 372 509 31 Added Vol: o 0 0 PasserByVol: 0 0 0 Initial Fut: 372 509 31 User Adj: 1.00 1.00 1.00 PHF Adj: 1.00 1. 00 1.00 PHF Volume: 372 509 31 98 115 1.00 1.00 98 115 79 1.00 79 535 435 1. 00 l. 00 535 435 228 1.00 228 8 300 1.00 1.00 8 300 0 0 107 1.00 107 0 0· 98 1.00 1.00 98 0 0 0 0 0 0 0 0 0 0 0 0 0 0 115 79 535 ·435 228 8 300 107 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 115 79 535 435 228 8 300 107 Reduct Vol: O O O O O O O o O O O 0 Reduced Vol: 372 509 31 98 115 79 535 435 228 8 300 107 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 372 509 31 98 115 79 535 435 228 8 300 107 ------------1---------------11---------------ll---------------1 ,---------------/ Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.06 1.00 1.00 1.09 1.00 1.00 1.11 1.00 1.00 1.08 1.00 Lanes, 2.00 1.89 0.11 1.00 1.19 0.81 2.00 1.00 2.00 1.00 1.47 0.53 Final Sat.: 3600 3593 207 1800 2334 1466 3600 2000 3600 1800 2854 945 ------------l---------------11----------.----1 !---------------! 1---------------1 Capacity Analysis Module: Vol/Sat: 0.10 0,14 0.15 0.05 0.05 0.05 0.15 0.22 0.06 0.00 0.11 0.11 Crit Moves: **** **** **** **** ****************~*************************************************************** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSUX.TING, IRVINE -------• --- ---A, ~I ... --- • -- - ---G~ {l .,· .... -'• ---- MITIG8 -2030 pm Thu Jan 5, 2006 15:41:54 Page 1-1 City of Carlsbad TIF Year 2030 PM Peak Kour Conditions Level Of Service Computation Report ICU l(Loss as Cycle Length%) Method (Future Volume Alternative} *******************************~************************************************ Intersection #1050 Poinsettia Lane and Aviara Pkwy ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): 0.721 Loss Time (sec): 10 (Y+R = 4 sec) ~verage Delay (sec/veh): .xxxxxx Optimal Cycle: 53 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: LT R LT R LT R LT R ------------1---------------11---------------11---------------11--------· ------1 Control: Protected Protected Protected Protected Rights: Include Include Ovl Include Min. Green: o o O O O O o o O O O 0 Lanes: 2 o 1 1 o 1 o 1 1 o 2 o 1 O 2 1 o 1 1 O ------------1---------------11---------------11---------------1 !---------------) Volume Module: Base Vol: 350 277 6 176 671 299 218 313 463 24 637 59 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 350 277 6 218 24 637 59 313 463 Added Vol : o o O o o o O 0 0 PasserByVol: o o o o o o o 0 0 Initial Fut: 350 2?7 6 218 24 637 59 313 463 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 1. 00 PHF Adj: 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 350 277 6 218 24 637 59 313 463 Reduct Vol: o o o o o o o o o Reduced Vol: 350 277 6 176 671 299 218 313 463 24 637 59 PCE Adj: 1.00 1.00 1.00 1.00.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 Final Vol.: 350 277 6 176 671 299 218 313 463 24 637 59 ------------1---------------11---------------11---------------11---------------1 Saturation Flow Module: Sat/Lane: 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adjustment: 1.00 1.06 1.00 1.00 1.08 1.00 1.00 1.11 1.00 1.00 1.06 1.00 Lanes: 2.00 1.96 0.04 1.00 1.38 0.62 2.00 1.00 2.00 1.00 1.83 0.17 Final Sat.: 3600 3724 76 1800 2690 1110 3600 2000 3600 1800 3495 305 ------------1---------------11----. ----------I l---------------11---------------1 Capacity Analysis Module: Vol/Sat: 0.10 0.07 0.08 0.10 0.25 0.27 0.06 0.16 0.13 0.01 0.18 0.19 Crit Moves: **** **** ****' **** ******************************************************************************** Traffix 7.6.0715 (c) 2003 Dowling Assoc. Licensed to RBF CONSULTING, IRVINE ------------------------- ----------- LINSCOn, LAW & GREENSPAN, engineers APPENDIXE PROJECT DRIVEWAYS ANALYSIS SHEETS LLG Ref. 3-04-1395 Poinsettia Place -------- ----- -------.. ------------- ~•••----~----Ccc, C -------------------- MITIG8 -ex am Fri Dec 8, 2006 09:06:07 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Cassia Rd -Western Driveway ******************************************************************************** Average Delay (sec/veh): 0.7 Worst Case Level Of Service: B[ 11.8] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement : L T R L T R L T R L T R ------------1---------------11---------------11---------------11---. -----------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: O O 1! O O o O 1! o O O 1 O O O O O O 1 O ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 0 0 1.00 1.00 0 0 0 0 0 0 0 0 1.00 1.00 0.92 0.92 0 0 0 0 0 0 Critical Gap Module: 0 1. 00 0 0 0 0 1. 00 0.92 0 0 0 11 0 1.00 1.00 11 0 0 0 0 0 11 0 1. 00 1. 00 0.92 0.92 12 0 0 0 12 0 23 1. 00 23 0 0 23 1. 00 0.92 25 0 25 13 437 1. 00 1. 00 13 437 0 0 0 0 13 437 1.00 1.00 0.92 0.92 14 475 0 0 14 475 0 1. 00 0 0 0 0 1.00 0.92 0 0 0 0 254 1. 00 1. 00 0 254 0 0 0 0 0 254 1.00 1.00 0.92 0.92 0 276 0 0 0 276 5 1. 00 5 0 0 5 1. 00 0.92 5 0 5 Critical Gp:xxxxx xxxx xxxxx 6.4 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 2 82 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 366 xxxx 765 1293 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 363 xxxx 765 1293 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.03 xxxx 0.03 0.01 xxxx xxxx xxxx xxxx xxxx 782 xxxx 279 ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 0 xxxxx xxxx 563 xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.2 xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 11. 8 xxxxx Shared LOS: * * * * B * ApproachDel: xxxxxx 11.8 0.0 xxxx xxxxx xxxx xxxx xxxxx 7. 8 xxxx xxxxx xxxxx xxxx xxxxx A * LT -LTR xxxx xxxx 0.0 xxxx 7.8 xxxx A * xxxxxx * -RT xxxxx xxxxx xxxxx * * * * LT -LTR -RT xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * xxxxxx ApproachLOS: * B * * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA ------.. -------------• --- ------------ MITIG8 -ex pm Fri Dec 8, 2006 09:06:30 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Cassia Rd -Western Driveway ******************************************************************************** Average Delay (sec/veh): 0.3 Worst Case Level Of Service: B[ 13.3] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: O O l! O O O O l! O O O 1 O O O O O O 1 O ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 0 0 1.00 1.00 0 0 0 0 0 0 0 0 1.00 1.00 1. 00 1. 00 0 0 0 0 0 0 Critical Gap Module: 0 1. 00 0 0 0 0 1.00 1. 00 0 0 0 8 0 1.00 1.00 8 0 0 0 0 0 8 0 1.00 1.00 1.00 1.00 8 0 0 0 8 0 3 1. 00 3 0 0 3 1. 00 1. 00 3 0 3 7 300 1.00 1.00 7 300 0 0 0 0 7 300 1.00 1.00 1.00 1.00 7 300 0 0 7 300 0 1. 00 0 0 0 0 1. 00 1. 00 0 0 0 0 400 1. 00 1. 00 0 400 0 0 0 0 0 400 1.00 1.00 1.00 1.00 0 400 0 0 0 400 2 1. 00 2 0 0 2 1. 00 1. 00 2 0 2 Critical Gp:xxxxx xxxx xxxxx 6.4 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 715 xxxx 401 402 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 400 xxxx 653 1168 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 399 xxxx 653 1168 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.02 xxxx 0.00 0.01 xxxx xxxx xxxx xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 0 xxxxx xxxx 446 xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.1 xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 13.3 xxxxx Shared LOS: * * * * B * ApproachDel: xxxxxx 13.3 ApproachLOS: * B 0. 0 xxxx xxxxx xxxx xxxx xxxxx 8.1 xxxx xxxxx xxxxx xxxx xxxxx A * * * * * LT -LTR -RT LT -LTR -RT xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx 8.1 xxxx xxxxx xxxxx xxxx xxxxx A * * * * * xxxxxx xxxxxx * * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA -------.. -----------.. ------------------ MITIG8 -ex am Fri Dec 8, 2006 09:06:17 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Cassia Rd -Eastern D/W ******************************************************************************** Average Delay (sec/veh): 0.8 Worst Case Level Of Service: C[ 15.1] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 l! 0 0 0 0 1! 0 0 0 1 0 0 0 0 0 0 1 0 ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 0 0 1.00 1.00 0 0 0 0 0 0 0 0 1.00 1.00 0.92 0.92 0 0 0 0 0 0 Critical Gap Module: 0 1. 00 0 0 0 0 1. 00 0.92 0 0 0 30 0 1. 00 1. 00 30 0 0 0 0 0 30 0 1.00 1.00 0.92 0.92 33 0 0 0 33 0 5 1. 00 5 0 0 5 1. 00 0.92 5 0 5 6 442 1. 00 1. 00 6 442 0 0 0 0 6 442 1. 00 1. 00 0.92 0.92 7 480 0 0 7 480 0 1.00 0 0 0 0 1.00 0.92 0 0 0 0 256 1.00 1.00 0 256 0 0 0 0 0 256 1.00 1.00 0. 92 0. 92 0 278 0 0 0 278 10 1. 00 10 0 0 10 1. 00 0.92 11 0 11 Critical Gp:xxxxx xxxx xxxxx 6.4 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 777 xxxx 284 289 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 368 xxxx 760 1284 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 367 xxxx 760 1284 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.09 xxxx 0.01 0.01 xxxx xxxx xxxx xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 0 xxxxx xxxx 396 xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.3 xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 15.1 xxxxx Shared LOS: * * * * C * ApproachDel: xxxxxx 15.1 ApproachLOS: * C 0 . 0 xxxx xxxxx xxxx xxxx xxxxx 7 . 8 xxxx xxxxx xxxxx xxxx xxxxx A * * * * * LT -LTR -RT LT -LTR -RT xxxx xxxx xxxxx xxxx xxxx xxxxx 0.0 xxxx xxxxx xxxxx xxxx xxxxx 7.8 xxxx xxxxx xxxxx xxxx xxxxx A * * * * * xxxxxx xxxxxx * * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA ------ ---------• -• - • -• - -----... ---- MITIG8 -ex pm Fri Dec 8, 2006 09:06:38 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Cassia Rd -Eastern D/W ******************************************************************************** Average Delay (sec/veh): 0.2 Worst Case Level Of Service: B[ 13.6] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: o o 1! o o o o 1! o o o 1 o o o O O O 1 o ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 0 0 1. 00 1. 00 0 0 0 0 0 0 0 0 1.00 1.00 0.92 0.92 0 0 0 0 0 0 Critical Gap Module: 0 1.00 0 0 0 0 1. 00 0.92 0 0 0 6 0 1. 00 1. 00 6 0 0 0 0 0 6 0 1. 00 1. 00 0. 92 0. 92 7 0 0 0 7 0 3 1.00 3 0 0 3 1.00 0.92 3 0 3 4 300 1.00 1.00 4 300 0 0 0 0 4 300 1.00 1.00 0.92 0.92 4 326 0 0 4 326 0 1.00 0 0 0 0 1. 00 0.92 0 0 0 0 400 1.00 1.00 0 400 0 0 0 0 0 400 1. 00 1. 00 0.92 0.92 0 435 0 0 0 435 7 1. 00 7 0 0 7 1.00 0.92 8 0 8 Critical Gp:xxxxx xxxx xxxxx 6.4 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim:xxxxx xxxx xxxxx 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------1---------------11---------------11------·--------11---------------1 Capacity Module: Cnflict Vol: xxxx xxxx xxxxx 773 xxxx 439 442 xxxx xxxxx xxxx xxxx xxxxx Potent Cap.: xxxx xxxx xxxxx 370 -xxxx 622 1128 xxxx xxxxx xxxx xxxx xxxxx Move Cap.: xxxx xxxx xxxxx 369 xxxx 622 1128 xxxx xxxxx xxxx xxxx xxxxx Volume/Cap: xxxx xxxx xxxx 0.02 xxxx 0.01 0.00 xxxx xxxx xxxx xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 0 xxxxx xxxx 427 xxxxx SharedQueue:xxxxx xxxx xxxxx xxxxx 0.1 xxxxx Shrd ConDel:xxxxx xxxx xxxxx xxxxx 13.6 xxxxx Shared LOS: * * * * B * ApproachDel: xxxxxx 13.6 ApproachLOS: * B 0. 0 xxxx xxxxx xxxx xxxx xxxxx 8. 2 xx.xx xxxxx xxxxx xx.xx xxxxx A * * * * * LT -LTR -RT LT -LTR -RT xxxx xx.xx xxxxx xxxx xxxx xxxxx 0 . 0 xx.xx xxxxx xxxxx xx.xx xxxxx 8. 2 xx.xx xxxxx xxxxx xxxx xxx.xx A * * xxxxxx * * * xxxxxx * * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA -------.. -------• ----------- -.. ----- -- MITIG8 -ex+p am Fri Dec 8, 2006 09:06:51 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Cassia Rd -Western Driveway ******************************************************************************** Average Delay (sec/veh): 1.2 Worst Case Level Of Service: C[ 16.5] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: o o l! o o o o l! O o O O l! O O O O l! O O ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 17 0 1. 00 1. 00 17 0 0 0 0 0 17 0 1.00 1.00 0.92 0.92 18 0 0 0 18 0 Critical Gap Module: 7 1. 00 7 0 0 7 1. 00 0.92 8 0 8 11 0 1.00 1.00 11 0 0 0 0 0 11 0 1.00 1.00 0.92 0.92 12 0 0 0 12 0 23 1. 00 23 0 0 23 1. 00 0.92 25 0 25 13 439 1.00 1.00 13 439 0 0 0 0 13 439 1.00 1.00 0.92 0.92 14 477 0 0 14 477 5 1. 00 5 0 0 5 1.00 0.92 5 0 5 1 261 1.00 1.00 1 261 0 0 0 0 1 261 1. 00 1. 00 0.92 0.92 1 284 0 0 1 284 5 1. 00 5 0 0 5 1. 00 0.92 5 0 5 Critical Gp: 7.1 xx.xx 6.2 7.1 xx.xx 6.2 4.1 xx.xx xxxxx 4.1 xx.xx xxxxx FollowUpTim: 3.5 xx.xx 3.3 3.5 xx.xx 3.3 2.2 xxxx xxxxx 2.2 xx.xx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: 809 xx.xx 480 801 xx.xx 286 289 xxxx xxxxx 483 xx.xx xxxxx Potent Cap.: 301 xx.xx 590 305 xx.xx 757 1284 xx.xx xxxxx 1091 xxxx xxxxx Move Cap.: 289 xx.xx 590 299 xxxx 757 1284 xx.xx xxxxx 1091 xxxx xxxxx Volume/Cap: 0.06 xx.xx 0.01 0.04 xx.xx 0.03 0.01 xx.xx xx.xx 0.00 xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xx.xx xx.xx xxxxx xx.xx xx.xx xxxxx 0.0 xxxx XXXXX 0.0 xx.xx XXXXX Control Del:xxxxx xx.xx xxxxx xxxxx xx.xx xxxxx 7.8 xxxx xxxxx 8.3 xxxx xxxxx LOS by Move: * * * * * * A * * A * * Movement: LT -LTR -RT LT -LTR -RT LT -LTR -RT LT -LTR -RT Shared Cap. : xx.xx 339 xxxxx xx.xx 506 xxxxx xx.xx xx.xx xxxxx xxxx xxxx xxxxx SharedQueue:xxxxx 0.2 xxxxx xxxxx 0.2 xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx Shrd ConDel:xxxxx 16.5 xxxxx xxxxx 12. 7 xxxxx xxxxx xx.xx xxxxx xxxxx xxxx xxxxx Shared LOS: * C * * B * * * * * * * ApproachDel: 16.5 12. 7 xxxxxx xxxxxx ApproachLOS: C B * * ******************************************************************************** Note: Queue reported is the number of cars per lane . Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA ... -----------------.. --- -------------- MITIG8 -ex+p pm Fri Dec 8, 2006 09:07:09 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Cassia Rd -Western Driveway ******************************************************************************** Average Delay (sec/veh): 0.6 Worst Case Level Of Service: C[ 15.9] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------I ---------------I I ---------------I I ---------------I I ----------·-----I Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 ------------1---------------11---------------11---------------11---------------1- Volume Module: Base Vol: 8 0 3 8 0 3 7 308 19 7 403 2 Growth Adj: 1.00 1.00 1. 00 1.00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Initial Bse: 8 0 3 8 0 3 7 308 19 7 403. 2 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 8 0 3 8 0 3 7 308 19 7 403 2 User Adj: 1.00 1. 00 1. 00 1. 00 1.00 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 PHF Adj: 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 PHF Volume: 9 0 3 9 0 3 8 335 21 8 438 2 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Final Vol.: 9 0 3 9 0 3 8 335 21 8 438 2 Critical Gap Module: Critical Gp: 7.1 xxxx 6.2 7.1 xxxx 6.2 4.1 xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 3.5 xxxx 3.3 2.2 xxxx xxxxx 2.2 xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: 816 xxxx 345 816 xxxx 439 440 xxxx xxxxx 355 xxxx xxxxx Potent Cap.: 298 xxxx 702 298 xxxx 622 1130 xxxx xxxxx 1214 xxxx xxxxx Move Cap.: 293 xxxx 702 294 xxxx 622 1130 xxxx xxxxx 1214 xxxx xxxxx Volume/Cap: 0.03 xxxx 0.00 0.03 xxxx 0.01 0.01 xxxx xxxx 0.01 xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 349 xxxxx xxxx 343 xxxxx SharedQueue:xxxxx 0.1 xxxxx xxxxx 0.1 xxxxx Shrd ConDel:xxxxx 15.7 xxxxx xxxxx 15.9 xxxxx Shared LOS: * C * * C * ApproachDel: 15.7 15.9 ApproachLOS: C C 0.0 xxxx xxxxx 8.2 xxxx xxxxx A * * LT -LTR -RT xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * xxxxxx * 0.0 xxxx xxxxx 8.0 xxxx xxxxx A * * LT -LTR -RT xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * xxxxxx * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA -------------------• ---.. -.. ----------- MITIG8 -ex+p am Fri Dec 8, 2006 09:06:59 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Cassia Rd -Eastern D/W ******************************************************************************** Average Delay (sec/veh): 1.3 Worst Case Level Of Service: C[ 17.7] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 7 0 1. 00 1. 00 7 0 0 0 0 0 7 0 1.00 1.00 0.92 0.92 8 0 0 0 8 0 Critical Gap Module: 15 1. 00 15 0 0 15 1. 00 0.92 16 0 16 30 0 1.00 1.00 30 0 0 0 0 0 30 0 1.00 1.00 0. 92 0. 92 33 0 0 0 33 0 5 1. 00 5 0 0 5 1. 00 0.92 5 0 5 6 449 1.00 1.00 6 449 0 0 0 0 6 449 1.00 1.00 0.92 0.92 7 488 0 0 7 488 2 1. 00 2 0 0 2 1.00 0.92 2 0 2 4 257 1.00 1.00 4 257 0 0 0 0 4 257 1. 00 1. 00 0. 92 0. 92 4 279 0 0 4 279 10 1. 00 10 0 0 10 1. 00 0.92 11 0 11 Critical Gp: 7.1 xxxx 6.2 7.1 xxxx 6.2 4.1 xxxx xxxxx 4.1 xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 3.5 xxxx 3.3 2.2 xxxx xxxxx 2.2 xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: 798 xxxx 489 804 xxxx 285 290 xxxx xxxxx 490 xxxx xxxxx Potent Cap.: 306 xxxx 583 304 xxxx 759 1283 xxxx xxxxx 1084 xxxx xxxxx Move Cap.: 302 xxxx 583 293 xxxx 759 1283 xxxx xxxxx 1084 xxxx xxxxx Volume/Cap: 0.03 xxxx 0.03 0.11 xxxx 0.01 0.01 xxxx xxxx 0.00 xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 450 xxxxx xxxx 321 xxxxx SharedQueue:xxxxx 0.2 xxxxx xxxxx 0.4 xxxxx Shrd ConDel:xxxxx 13.5 xxxxx xxxxx 17.7 xxxxx Shared LOS: * B * * C * ApproachDel: 13.5 17.7 ApproachLOS: B C 0.0 xxxx xxxxx 7.8 xxxx xxxxx A * * LT -LTR -RT xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * xxxxxx * 0.0 xxxx xxxxx 8.3 xxxx xxxxx A * * LT -LTR -RT xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * xxxxxx * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA -----------------.. ---------------- --- MITIG8 -ex+p pm Fri Dec 8, 2006 09:07:16 Page 1-1 Level Of Service Computation Report 2000 HCM Unsignalized Method (Future Volume Alternative) ******************************************************************************** Intersection #2 Cassia Rd -Eastern D/W ******************************************************************************** Average Delay (sec/veh): 0.4 Worst Case Level Of Service: C[ 15.3] ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------·-----1 Control: Stop Sign Stop Sign Uncontrolled Uncontrolled Rights: Include Include Include Include Lanes: o o 1! o o o o 1! o o O o 1! o O o o O 1 O ------------1---------------11---------------11---------------11----------.-----1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: Final Vol.: 3 0 1.00 1.00 3 0 0 0 0 0 3 0 1.00 1.00 0. 92 0. 92 3 0 0 0 3 0 Critical Gap Module: 8 1.00 8 0 0 8 1. 00 0.92 9 0 9 6 0 1. 00 1. 00 6 0 0 0 0 0 6 0 1.00 1.00 0.92 0.92 7 0 0 0 7 0 3 1. 00 3 0 0 3 1. 00 0.92 3 0 3 4 303 1. 00 1. 00 4 303 0 0 0 0 4 303 1.00 1.00 0.92 0.92 4 329 0 0 4 329 8 1. 00 8 0 0 8 1. 00 0.92 9 0 9 0 416 1.00 1.00 0 416 0 0 0 0 0 416 1.00 1.00 0. 92 0. 92 0 452 0 0 0 452 7 1.00. 7 0 0 7 1. 00 0.92 8 0 8 Critical Gp: 7.1 xxxx 6.2 7.1 xxxx 6.2 4.1 xxxx xxxxx xxxxx xxxx xxxxx FollowUpTim: 3.5 xxxx 3.3 3.5 xxxx 3.3 2.2 xxxx xxxxx xxxxx xxxx xxxxx ------------1---------------11---------------11---------------11---------------1 Capacity Module: Cnflict Vol: 800 xxxx 334 803 xxxx 456 460 xxxx xxxxx Potent Cap.: 306 xxxx 713 304 xxxx 609 1112 xxxx xxxxx Move Cap.: 303 xxxx 713 300 xxxx 609 1112 xxxx xxxxx Volume/Cap: 0.01 xxxx 0.01 0.02 xxxx 0.01 0.00 xxxx xxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxxx xxxx xxxx xxxx ------------1---------------11---------------11---------------11---------------1 Level Of Service Module: 2Way95thQ: xxxx xxxx xxxxx xxxx xxxx xxxxx Control Del:xxxxx xxxx xxxxx xxxxx xxxx xxxxx LOS by Move: * * * * * * Movement: LT -LTR -RT LT -LTR -RT Shared Cap. : xxxx 521 xxxxx xxxx 361 xxxxx SharedQueue:xxxxx 0.1 xxxxx xxxxx 0.1 xxxxx Shrd ConDel:xxxxx 12 .1 xxxxx xxxxx 15.3 xxxxx Shared LOS: * B * * C * ApproachDel: 12 .1 15.3 ApproachLOS: B C 0. 0 xxxx xxxxx xxxx xxxx xxxxx 8. 3 xxxx xxxxx xxxxx xxxx xxxxx A * * * * * LT -LTR -RT LT -LTR -RT xxxx xxxx xxxxx xxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx xxxxx xxxx xxxxx * * * * * * xxxxxx xxxxxx * * ******************************************************************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA - -----.. -------.. -... ------- ------- ---- LINSCOTI, LAW & GREENSPAN, engineers APPENDIXF EL CAMINO REAL/CASSIA ROAD INTERSECTION QUEUE ANALYSIS & TRAFFIC ACCIDENT DATA LLG Ref. 3-04-1395 Poinsettia Place ---------• .. .. ---.. ----------------.. ---- MITIG8 -ex am Fri Dec 8, 2006 09:18:08 Page 1-1 Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 E.C.R./Cassia Road ******************************************************************************** Cycle (sec): Loss Time (sec): Optimal Cycle: 100 12 (Y+R=4.0 sec) 47 Critical Vol. /Cap. (X): Average Delay (sec/veh): Level Of Service: 0.590 20.9 C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L T R L T R L T R L T R ------------1---------------11---------------11---------------11---------------1 Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: o O o o O O O O O O O O Lanes : 1 O 1 1 o 1 o 2 1 o 1 o O 1 O O O 1 ! O O ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: 63 1046 10 10 781 77 293 10 113 10 10 10 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 63 1046 Added Vol: 0 0 PasserByVol: 0 0 Initial Fut: 63 1046 User Adj: 1.00 1.00 PHF Adj: 0.92 0.92 PHF Volume: 68 1137 10 0 0 10 1. 00 10 0 0 781 0 0 10 781 1.00 1.00 0. 92 0. 92 0. 92 11 11 849 77 0 0 77 1. 00 0.92 84 293 0 0 293 1. 00 0.92 318 10 0 0 10 1. 00 0.92 11 113 0 0 113 1. 00 0.92 123 10 0 0 10 1.00 0.92 11 10 0 0 10 1. 00 10 0 0 10 1. 00 0. 92 0. 92 11 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 68 1137 11 11 849 84 318 11 123 11 11 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 68 1137 11 11 849 84 318 11 123 11 11 11 ------------1---------------11---------------11---------------11---------------1 Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.95 0.95 0.90 0.90 0.95 0.86 0.86 0.94 0.94 0.94 Lanes: 1.00 1.98 0.02 1.00 2.73 0.27 1.00 0.08 0.92 0.34 0.33 0.33 Final Sat.: 1805 3572 34 1805 4660 459 1805 133 1505 595 595 595 ------------1---------------11---------------11---------------11---------------1 Capacity Analysis Module: Vol/Sat: 0.04 0.32 0.32 0.01 0.18 0.18 0.18 0.08 0.08 0.02 0.02 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.09 0.54 0.54 0.01 0.46 0.46 0.30 0.30 0.30 0.03 0.03 0.03 Volume/Cap: 0.40 0.59 0.59 0.59 0.40 0 .40 0.59 0.27 0.27 0.59 0.59 0.59 Uniform Del: 42.6 15.5 15.5 49.3 18.2 18.2 29.8 26.7 26.7 47.8 47.8 47.8 IncrernntDel: 1.5 0.5 0.5 41. 7 0.1 0.1 1. 7 0.3 0.3 15.7 15.7 15.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1.00 1.00 1. 00 1.00 1. 00 Delay/Veh: 44.1 16.0 16.0 90.9 18.3 18.3 31.5 27.0 27.0 63.5 63.5 63.5 User DelAdj: 1. 00 1. 00 1. 00 1. 00 1.00 1. 00 1. 00 1.00 1. 00 1. 00 1. 00 1. 00 AdjDel/Veh, 44.1 16.0 16.0 90.9 18.3 18.3 ~7.0 27.0 63.5 63.5 63.5 LOS by Move: D B B F B B C C C E E E HCM2kAvgQ: 2 13 13 1 7 7 9 3 3 2 2 2 *********************************************** *************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA - -----------• -.. ---.. ----------------- MITIG8 -ex+p am Fri Dec 8, 2006 09:18:22 Page 1-1 Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) ******************************************************************************** Intersection #1 E.C.R./Cassia Road ******************************************************************************** Cycle (sec): 100 Critical Vol./Cap. (X): Loss Time (sec): 12 (Y+R=4. 0 sec) 48 Average Delay (sec/veh): 0.597 21.3 C Optimal Cycle: Level Of Service: ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: LT R LT R LT R LT R ------------1---------------11---------------11---------------11---------------1 Control: Protected Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 2 1 0 1 0 0 1 0 0 0 1! 0 0 ------------1---------------11---------------11---------------11---------------1 Volume Module: Base Vol: Growth Adj: Initial Bse: Added Vol: PasserByVol: Initial Fut: User Adj: PHF Adj: PHF Volume: Reduct Vol: 66 1046 1.00 1. 00 66 1046 0 0 0 0 66 1046 1.00 1.00 0. 92 0. 92 72 1137 0 0 10 1. 00 10 0 0 10 1. 00 0.92 11 0 10 781 1.00 1.00 10 781 0 0 0 0 10 781 1.00 1.00 0.92 0.92 11 849 0 0 79 1. 00 79 0 0 79 1. 00 0.92 86 0 303 10 1. 00 1. 00 303 10 0 0 0 0 303 10 1.00 1.00 0.92 0.92 329 11 0 0 125 1.00 125 0 0 125 1.00 0.92 136 0 10 10 1.00 1.00 10 10 0 0 0 0 10 10 1. 00 1.00 0.92 0.92 11 11 0 0 10 1. 00 10 0 0 10 1. 00 0.92 11 0 Reduced Vol: 72 1137 11 11 849 86 329 11 136 11 11 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Final Vol.: 72 1137 11 11 849 86 329 11 136 11 11 11 ------------1---------------11---------------11---------------11---------------1 Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.95 0.95 0.95 0.90 0.90 0.95 0.86 0.86 0.94 0.94 0.94 Lanes: 1.00 1.98 0.02 1.00 2.72 0.28 1.00 0.07 0.93 0.34 0.33 0.33 Final Sat.: 1805 3572 34 1805 4645 470 1805 121 1515 595 595 595 ------------1---------------11---------------11---------------11---------------1 Capacity Analysis Module: Vol/Sat: 0.04 0.32 0.32 0.01 0.18 0.18 0.18 0.09 0.09 0.02 0.02 0.02 Crit Moves: **** **** **** **** Green/Cycle: 0.10 0.53 0.53 0.01 0.45 0.45 0.31 0.31 0.31 0.03 0.03 0.03 Volume/Cap: 0.41 0.60 0.60 0.60 0.41 0.41 0.60 0.29 0.29 0.60 0.60 0.60 Uniform Del: 42.4 16.0 16.0 49.3 18.7 18.7 29.5 26.5 26.5 47.9 47.9 47.9 IncremntDel: 1.6 0.5 0.5 44.0 0.1 0.1 1.8 0.3 0.3 16.7 16.7 16.7 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 o.o o.o o.o o.o o.o o.o 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 44.0 16.5 16.5 93.3 18.9 18.9 31.3 26.8 26.8 64.6 64.6 64.6 User DelAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.0 16.5 16.5 93.3 18.9 18.9 m6.8 26.8 64.6 64.6 64.6 LOS by Move : D B B F B B C C C E E E HCM2kAvgQ: 3 13 13 1 7 7 9 4 4 2 2 2 *********************************************** **** *************************** Note: Queue reported is the number of cars per lane. Traffix 7.8.0515 (c) 2006 Dowling Assoc. Licensed to LLG, PASADENA, CA ----Time: Number of Queue Length Cycles (# of Cars) --7:00am 1 3 --2 L/ -3 f --4 3 ·1·. o q()Jp\ 5 5 -6 6 7 <{ .. 8 ' --9 b -1'. lSOJw\ 10 5 --11 I -12 ~ --13 L( -14 5 -7 ".'::G .. 0,./w\ 15 -'1----16 J -17 5 --18 6 19 b --/'.'300JyY\ 20 6 -21 5 -22 1, --23 3 ----- Number Queue Length Time: of {# of Cars) - Cycles -1·,:,~ 24 11 --25 \5 -26 I l • -27 J~ .. 28 :JO --29 ;}3 -1·.«s~ 30 ~i 31 J5 -.. 32 ;)5 -33 J\ --34 I~ .. ' : S"'/ t:J/JYJ 35 I ir\ --36 6 -37 q 38 11 --<3' :a)0,,?11 .. 39 1 -'6: OtX tYYY/ 40 6 .. -41 g' -42 i --43 3 -44 L/ -g /() t t:J.-"1 45 a --46 7 --· --- Number Queue Length Time: of Cycles {# of Cars) -47 5 --48 b -? .'IS o,,n"1 49 1 --50 If -51 3 --52 5 -53 °'' -54 J.. --55 6 -56 3 --57 5 -58 L/ --q,·30~ 59 5 -60 3 -61 B --62 3 -63 5 --64 ,Q -65 L( --66 ~ -67 3 -68 1 --g~·1s 69 a - --- ---TRAFFIC COLLISION LC~ --STREET NAME: C/JS.S/.t'} l?tJ,1/) -PRIMARY USION FACTOR, DATE OTHER FACTORS, RESULT APPROXIMATE LOCATION -COMMENTS ---.. .. ---.. -----.. ---- ----.. ------ --I -I ---s~ -//' -V I i --~-",. -....... -, (4/3<-){v.) ::( \ .3~I[\,.woiooo) --: 1'3LlODx? -r: 5µ_;_) C~s)_ (~r::xx>J -/09S()OQ -/.· -1-111/"f? /,~;)_ -I ----,,.. ,, u --~M= ;,qo -- --ii -I I ---! 11111 I I I --I - I --. I -I -.--W-1--111 --------------, 1!1 -- ------+1-l----------.. ---µ+------------------------------------+I-I-------------.. .... l~ j ,1] 1: ;~ ~i ;ir:; •. ·,. ::~::i .. 10·;::,J .. ,,t:·;~ i .. -~ f-t ,· ~~-.~. ·;·•;·,. ·~ f;ns,1 . J•'"i -.. t):fi,:", : . ~,)r;·:;H1fr?t~i(,,2a:,~ti': . 08-15-00 BASIC AVERAGE ACCIDENT RATE TABLE F .(Se5~J Page 1 RATE BASE + ADT PCT PCT PCT AIN DESIGN ACC COSTS ($1000) GROUP RATE FACTOR FAT INJ F+ I HIGHWAY TYPE ORADT SPEED AREA F+ I ALL H 01 1.15 0.3500 I 3.4 45.1 48.5 CONVENTIONAL 2 LANES OR LESS FLAT =:55 RURAL 345.4 169.6 H 02 0.90 0.3500 I 3.8 44.6 48.5 CONVENTIONAL 2 LANES OR LESS FLAT >55 RURAL 376.7 184.8 H 03 1.30 0~3500 I 2.2 46.0 48.2 CONVENTIONAL 2 LANES OR LESS ROLL =:55. RURAL 251.9 123.5 H 04 0.80 0.3500 I 3.7 46.2 49.9 CONVENTIONAL 2 LANES OR LESS ROLL >55 RURAL 360.8 182.1 H 05 1.65 0.4000 I 2.1 48.2 50.3 CONVENTIONAL 2 LANES OR LESS MTN ~55 RURAL 237.0 121.2 . H 06 1.25 0.4000 I 2.7 44.8 47.5 CONVENTIONAL 2 LANES OR LESS MTN >55 RURAL 294.7 142.1 H 07 2.95 0.0000 0.4 38.3 38.7 CONVENTIONAL 2 LANES OR LESS <45 SUBURBAN 99.0 40.8 H 08 ~.0000 1.0 41.4 42.4 CONVENTIONAL 2 LANES OR LESS c 45-55 SUBURBAN ::, 145.8 64.1 H 09 0.0000 1.7 40.8 42.5 CONVENTIONAL 2 LANES OR LESS >55 SUBURBAN 203.9 89.0 H 10 3.05 0.0000· 0.4 40.5 41.0 CONVENTIONAL 2 LANES OR LESS <45 URBAN 95.6 41.6 H 11 1.75 0.0000 1.3 45.2 46.6 CONVENTIONAL 2 LANES OR LESS ;::45 URBAN 158.0 75.8 H 12 1.00 0.0000 3.1 45.0 48.1 CONVENTIONAL 3 LANES RURAL 323.8 157.8 H 13 1.30 0.0000 2.2 42.2 44.4 CONVENTIONAL 3 LANES SUBURBAN 237.7 107.8 00 H 14 2.05 0.0000 0.9 38.0 38.9 CONVENTIONAL 3 LANES URBAN 132.0 53.8 (.;J H 15 0.60 0.0000 6.0 46.6 52.7 EXPRESSWAY 3 LANES OR LESS FLAT RURAL 512.5 272.0 H 16 0.60 0.0000 3.8 42.9 46.7 EXPRESSWAY 3 LANES OR LESS ROLL RURAL 388.4 183.5 H 17 1.20 0.0000 -t5 42.5 44.0 EXPRESSWAY 3 LANES OR LESS MTN RURAL 207.7 93.6 H 18 0.90 0.0000 5.6 52.8 58.3 EXPRESSWAY 3 LANES OR LESS ~55 SU13URBAN. 402.3 236.2 H 19 0.90 0.0000 5.6 42.1 47.7 EXPRESSWAY 3 LANES OR LESS >55 SUBURBAN 477.7 230.0 H 20 1.00 0.0000 1.5 44.9 46.4 EXPRESSWAY 3 LANES OR l:ESS URBAN 163.9 78.2 H 21 1.20 0.0000 2.8 49.8 52.6 UNDIVIDED 4 LANES FLAT RURAL 280.9 149.6 H 22 1.65 0.0000 2.2 38.4 '40.6 UNDIVIDED 4 LANES RO LUM TN RURAL 284.5 117.9 H 23 2.55 0.0000 1.1 37.1 38.3 UNDIVIDED 4 LANES ~55 SUBURBAN 163.8 65.2 H 24 2.55 0.0000 2.0 41.1 43.1 UNDIVIDED 4 LANES >55 SUBURBAN 226.6 99.9 H 25 4.95 0.0000 0.4 39.4 39.8 UNDIVIDED 4 LANES <45 URBAN 86.9 37.0 H 26 3.35 0.0000 0.6 42.5 43.2 UNDIVIDED 4 LANES :::.45 URBAN 100.0 45.5 H 27 1.50 0.0000 2.0 37.0 39.0 UNDIVIDED 5-6 LANES FLAT RURAL 273.4 109.1 H 28 2.85 0.0000 1.7 50.0 51.7 UNDIVIDED 5-6 LANES ROLUMTN RURAL 203.1 106.9 H 29 0.95 0.0000 3.1 46.9 50.0 UNDIVIDED 5-6 LANES ~55 SUBURBAN 281.7 142.9 H 30 0.95 0.0000 1.0 32.8 33.8 UNDIVIDED 5-6 LANES >55 SUBURBAN 167.1 59.1 1 H 31 4.45 0.0000 1.0 26.1 27.1 UNDIVIDED 5-6 LANES <45 URBAN 179.4 51.5 ------------------------ - ----------- o,55 r3/.V-/00 vVlbt\ · 7 10 7 (l~? l~ .")( ~7~) l~J'.::f 3/i,t,( 00 ())eJ. t:l~ \(olb ei;:, PoO 1 n~te4-~ r,Bl \.,16dc> (it;h -Iµ A-rr t~·T )/0/03 ~-r, 147~ 1108 Y2-7? PDO t1j'l,jo"? /}1tf(I 4¢bv'l 08~5' t<h-~-1 tJ4:TI' L ~r \.._ J ~ ti\'I ':::>) ~ ,tat [EN7=> ,iJ l-151 3 lf ib~ e (A-;,GIIJ-1 £0? /NlE'fL6t:-cllOAi f3-${ (a2hQ, ,, ------------------------------------------ --- - -----1+1------------------:-------:---- A~ !Zdi == ,, /~ -~ - ... ----~5i~54~0~------'C-~/-. e:h.. ~ • '7'3"""'---.. } '-4(-L -------+1-'1-----t------------------. ...c -....... -----l+l-----1--~ ___ ____µ4--__ _.__d~------------- 1 - -------l+J-------- --------l-1--1----------- ... ]1 -------------------"+'--------------------------~------------------------·-- -,II 1 t 11 11 11 11 11 11 II II II II 11 II II 11 11 11 Ii I! 08-15-00 BASIC AVERAGE:~CCIDENT RATE TABLE FO!it1NTERSECTIONS, Page 1 RATE BASE + ADT PCT PCT PCT INTERSECTION ACC COSTS ($1000) GROUP 'RATE FACTOR FAT INJ F+I TYPE* CONTROL TYPE AREA F+I ALL I 01 0.11 0.0000 3.5 42.0 45.5 F, MANDS NO CDNTROL RURAL 371.4 171.2 I 02 0.33 0.0000 2.4 45.3 47.7 F, MAND S STOP & YIELD SIGNS (EXC 4 WAY) RURAL 269.7 130.8 I 03 0.76 0.0000 0.8 41.4 42.2 F, MAND S 4WAYSTOP RURAL 149.9 65.6 I 04 0.70 0.0000 1.0 45.5 46.5 F, MANOS SIGNALS RURAL 159.6 76.4 I 05 0.70 0.0000 1.3 43.3 44.5 F, MANOS 4 WAY FLASHERS RURAL 189.2 86.4 I 06 0.35 0.0000 0.8 32.3 33.1 F, MAND S NO CONTROL SUBURBAN 147.9 51.6 I 07 0.34 · 0.0000 1.2 40.4 41.5 F, MANOS STOP & YIELD SIGNS (EXC 4 WAY) SUBURBAN 164.8 70.7 I 08 0.51 0.0000 0.4 36.4 36.8 F, MAND S 4WAYSTOP SUBURBAN 100.9 39.6 I 09 0.58 0.0000 0.5 39.3 39.7 F,MANDS SIGNALS SUBURBAN 107.1 44.9 I 10 0.55 0.0000 1.3 30.7 32.0 F, MAND S 4 WAY FLASHERS SUBURBAN 206.1 68.7 I 11 0.06 0.0000 2.6 42.8 45.4 F,MANDS NO CONTROL URBAN 249.7 115.5 I 12 0.22 0.0000 0.7 42.2 42.9 F, MAND S STOP & YIELD SIGNS (EXC 4 WAY) URBAN 108.5 48.8 00 I 13 0.41 0.0000 0.5 45.0 45.5 F, MANOS 4WAYSTOP URBAN 90.1 43.2 0\ -URBAN 39.1 I 14 0.43 0.0000 0.4 43.9 44.3 F,MANDS SIGNALS 83.3 I 15 0.62 0.0000 0.7 39.6 40.3 F, MAND S 4 WAY FLASHERS URBAN 112.1 47.6 I 16 0.14 0.0000 I 1.8 43.5 45.3 T, YANDZ NO CONTROL RURAL 229.3 106.1 I 17 0.22 0.0000 1.8 42.6 44.3 T, YANDZ STOP & YIELD SIGNS (EXC 4 WAY) RURAL 232.9 105.4 I 18 0.60 0.0000 0.5 47.8 48.4 T, YANDZ 4WAYSTOP RURAL 116.7 58.6 I 19 0.50 0.0000 0.2 37.9 38.1 T, YANDZ SIGNALS RURAL 97.5. 39.6 I 20 0.58 0.0000 2.2 39.4 41.7 T, YANDZ 4 WAY FLASHERS RURAL 278.9 118.6 I 21 0.13 0.0000 0.4 40.0 40.5 T, Y ANDZ NO CONTROL SUBURBAN 97.2 41.7 I 22 0.19 0:0000 0.9 40.5 41.4 T, YANDZ STOP & YIELD SIGNS (EXC 4 WAY) SUBURBAN 139.3 60.0 I 23 0.54 0.0000 0.5 33.3 33.8 T, YANDZ 4WAYSTOP SUBURBAN 114.7 41.4 I 24 ~0.0000 0.2 38.9 39.1 T, YANDZ SIGNALS SUBURBAN 80.5 33.9 I 25 . 0.0000 2.9' 48.3 51.2 T, YANDZ 4 WAY FLASHERS SUBURBAN 262.8 136.5 I 26 0.10 0.0000 0.8 41.2 42.0 T, YANDZ NO CONTROL URBAN 117.9 51.8 I 27 0.14 0.0000 0.8 42.4 43.2 T, YANDZ STOP & YIELD SIGNS (EXC 4 WAY) ·uRBAN 116.0 52.4 I 28 0.18 0.0000 1.1 34.1 35.2 T, YANDZ 4WAYSTOP URBAN 159.9 58.9 I 29 0.2.8 0.0000 0.4 43.3 43.7 T, YANDZ SIGNALS URBAN 83.8 38.9 ,J --------------.. -.. ---.. ---------------- 17608-01 EventCount-566 Page 1 Traffic Data Service Southwest Event Counts 17608-01 EventCount-566 --English (ENU) Datasets: Site: Input A: Input B: Survey Duration: [17608] El Camino Real Btwn Camino Vida Roble & Cassia Rd. 1 -North bound. -Added to totals. (1) 3 -South bound. -Excluded from totals. (O) 8:22 Monday, July 10, 2006 => 14:51 Friday, July 14, 2006 File: Identifier: F:\Traffic Data\MCData\RICK\2006\176\1760814JUL2006.ECO (Plus) M144ME75 MC56-6 [MC55] (c)Microcom 02/03/01 Algorithm: Event Count Data type: Axle sensors -Separate (Count) Profile: Filter time: Name: 10:00 Monday, July 10, 2006 => 12:00 Thursday, July 13, 2006 Factory default profile Scheme: Units: In profile: Count events divided by two. Non metric (ft, mi, ft/s, mph, lb, ton) Events= 92131 I 131813 (69.90%} * Monday, July 10, 2006=9119 (Incomplete), 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 -795 774 886 -209 159 220 -200 199 225 -180 197 215 -206 219 226 PM Peak 1530 • 1630 (1011), PM PHF:0.92 * Tuesday, July 11, 2006=14342, 15 minute drops 1300 886 222 189 243 232 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 58 45 24 36 71 206 533 1201 1230 1008 822 900 1146 1099 15 10 8 12 33 72 206 313 301 215 225 258 280 21 13 9 11 41 108 280 328 237 201 226 258 283 16 11 12 11 16 54 151 295 287 233 215 216 315 274 6 11 2 8 32 78 202 420 302 237 191 233 315 262 AM Peak 0730-0830 (1356), AM PHF:0.81 PM Peak 1230 • 1330 (1193), PM PHF:0.95 * Wednesday, July 12, 2006:14335, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 45 46 19 33 71 200 502 1180 1232 1044 799 821 1023 1144 13 8 6 3 8 23 76 197 335 302 232 197 214 289 13 9 4 10 15 42 112 288 312 278 176 193 264 290 12 11 8 11 17 54 135 313 286 222 205 179 251 273 7 18 1 9 31 81 179 382 299 242 186 252 294 292 AM Peak 0730 -0830 (1342), AM PHF:0.88 PM Peak 1245-1345 (1146), PM PHF:0.97 * Thursday, July 13, 2006:6226 (Incomplete), 15 minute drops 1400 1500 1600 1700 1800 915 961 972 898 654 252 245 275 184 180 247 225 245 238 170 224 251 192 254 145 192 240 260 222 159 1400 1500 1600 1700 1800 943 919 928 961 654 228 222 257 223 174 239 232 209 261 179 244 227 230 247 160 232 238 232 230 141 1400 1500 1600 1700 1800 956 990 941 1003 726 208 235 248 260 166 260 268 228 256 191 252 245 239 255 181 236 242 226 232 188 1900 433 117 116 111 89 1900 513 138 144 132 99 1900 521 166 141 116 98 2000 2100 2200 2300 381 284 165 115 100 74 55 38 88 78 52 36 101 60 26 23 92 72 32 18 2000 2100 2200 2300 380 352 196 117 100 102 75 41 85 87 53 31 93 83 37 34 102 80 31 11 2000 2100 2200 2300 384 330 204 121 117 101 62 37 88 86 57 34 77 78 45 32 102 65 40 18 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 62 41 21 27 65 222 548 1215 1258 1030 866 871 16 18 7 6 8 30 79 195 360 310 222 209 21 7 6 6 12 36 91 317 287 255 226 209 16 10 5 9 13 53 170 290 333 250 208 221 9 6 3 6 32 103 208 413 278 215 210 232 1J8 A'&. 15 21 i6 6 13 13 12 7 16 21 16 9 - ---Traffic Data Service Southwest Event Counts 17608-01 EventCount-567 Page 1 • 17608-01 EventCount-567 --English CENU) ---------• - ------------------- Datasets: Site: Input A: Input B: Survey Duration: File: Identifier: Algorithm: Data type: Profile: Filter time: Name: Scheme: Units: In profile: [17608] El Camino Real Btwn Camino Vida Roble & Cassia Rd. 1 -North bound. -Excluded from totals. (0) 3 -South bound. -Added to totals. (1) 8:22 Monday, July 10, 2006 => 14:51 Friday, July 14, 2006 F:\Traffic Data\MCData\RICK\2006\176\ 1760814JUL2006.ECO (Plus) M144ME75 MC56-6 [MC55] (c)Microcom 02/03/01 Event Count Axle sensors -Separate (Count) 10:00 Monday, July 10, 2006 => 12:00 Thursday, July 13, 2006 Factory default profile Count events divided by two. Non metric (ft, mi, ft/s, mph, lb, ton) Events= 92131 I 131813 (69.90%) * Monday, July 10, 2006:11457 (Incomplete), 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 -754 954 1151 958 872 973 1310 1720 1113 620 -177 207 354 245 212 273 306 481 347 179 -183 235 297 235 207 221 300 448 260 164 -150 261 270 240 226 263 368 459 271 149 -244 251 230 238 227 216 336 332 235 128 PM Peak 1645 -1745 (1724), PM PHF:0.90 * Tuesday, July 11, 2006:15380, 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 57 43 48 41 79 207 610 837 864 779 788 1019 1137 1039 938 1031 1334 1730 1081 662 16 13 12 14 16 22 102 217 215 209 204 229 336 300 251 249 325 422 328 209 10 8 18 11 16 36 125 207 218 202 192 225 312 254 227 266 295 461 263 168 19 11 5 22 53 182 238 244 187 190 305 256 256 227 251 343 446 244 147 12 11 13 9 25 96 201 175 187 181 202 260 233 229 233 265 371 401 246 138 AM Peak 1130-1230 (1213), AM PHF:0.90 PM Peak 1700-1800 (1730), PM PHF:0.94 * Wednesday, July 12, 2006:15544, 15 minute drops 2000 2100 2200 2300 440 285 198 109 97 83 73 40 110 84 41 26 136 67 39 23 97 51 45 20 2000 2100 2200 2300 433 327 194 102 114 86 55 40 117 98 62 22 101 76 36 12 101 67 41 28 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 78 33 41 39 79 187 611 861 950 823 745 991 1229 1019 922 1009 1399 1712 1028 666 419 380 209 114 18 11 9 9 12 17 101 216 206 217 181 222 324 251 235 239 324 453 305 221 124 126 75 42 24 4 14 10 20 33 133 176 239 188 184 226 333 280 215 243 327 457 242 161 113 105 56 30 20 8 9 8 22 33 192 242 275 179 195 251 296 240 242 270 338 421 247 127 103 87 49 19 16 10 9 12 25 104 185 227 230 239 185 292 276 248 230 257 410 381 234 157 79 62 29 23 AM Peak 1145-1245 (1245), AM PHF:0.93 PM Peak 1645-1745 (1741), PM PHF:0.95 * Thursday, July 13, 2006:5728 (Incomplete), 15 minute drops 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 77 32 44 51 81 210 641 873 905 852 918 1044 22 10 10 9 8 31 102 225 216 216 221 226 20 7 15 10 28 45 119 210 247 205 225 197 17 7 7 13 18 50 204 191 222 208 249 310 18 8 12 19 27 84 216 247 220 223 223 311 SB 16 10 19 12 18 24 20 16 22 20 17 18