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SDP 2020-0005; CHILDREN'S PARADISE; Draft Transportation Impact Analysis; 2020-10-30
e C • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • "' Children's Paradise Dav care [DEV 2019-02441 3335 Marron Rd Citv ol Carlsbad October 31, 2020 Iran Transnonauon Impact Analvsis Prepared for: El Salto Falls, LLC 211 Main Street, Suite 205 Vista, CA 92084 Prepared by: I LIS IDUIDllllliD/1, Inc. 11622 El Camino Real, Suite 100, San Diego, CA 92130 Phone 619-890-1253 Job #2009 NOV v 5 2020 C C C C C C C C - C C -- -- ---- - Table ol Contents Executive Summary ............................................................................................................................ iv 1.0 Introduction .................................................................................................................................. 1 2.0 Transportation Analysis Study Area ........................................................................................... 4 2.1 City of Carlsbad Requirements ............................................................................................... 4 2.1.1 City of Carlsbad Auto Analysis .......................................................................................... 4 2.1.2 City of Carlsbad Pedestrian Analysis ................................................................................. 5 2.1.3 City of Carlsbad Bicycle Analysis ..................................................................................... 5 2.1.4 City of Carlsbad Transit Analysis ...................................................................................... 6 2.1.5 City of Carlsbad Transportation Demand Management Strategies .................................. 6 2.2 City of Oceanside Requirements ............................................................................................ 7 2.2.1 City of Oceanside Auto Analysis ....................................................................................... 7 2.2.2 City of Oceanside Pedestrian Analysis .............................................................................. 7 2.2.3 City of Oceanside Bicycle Analysis ................................................................................... 8 2.2.4 City of Oceanside Transit Analysis .................................................................................... 8 2.3 Study Area Summary .............................................................................................................. 8 3.0 Traffic Analysis ......................................................................................................................... 10 3 .1 Traffic Analysis Methodology .............................................................................................. 1 O 3 .1.1 Intersections ....................................................................................................................... 1 O 3 .1.2 Street Segments ................................................................................................................. 10 3.1.3 Traffic Effect Thresholds .................................................................................................. 11 3 .2 Existing Conditions ............................................................................................................... 11 3 .2.1 Existing Street System ...................................................................................................... 11 3.2.2 Existing Traffic Volumes and LOS Analyses ................................................................. 12 3.3 Project Traffic Generation .................................................................................................... 16 3.4 Project Distribution and Assignment.. .................................................................................. 16 3 .5 Existing + Project Conditions ............................................................................................... 18 3.6 Cumulative Projects .............................................................................................................. 20 3.7 Existing+ Cumulative Conditions ....................................................................................... 22 3.8 Existing+ Cumulative+ Project Conditions ....................................................................... 24 4.0 Pedestrian Analysis .................................................................................................................... 26 5.0 Bicycle Analysis ........................................................................................................................ 28 6.0 Transit Analysis ......................................................................................................................... 30 7.0 Conclusion ................................................................................................................................. 31 list ol Figures Figure 1: Project Location ........................................................................................................................ 2 Figure 2: Site Plan .................................................................................................................................... 3 Figure 3: Study Area and Study Element ................................................................................................ 9 Figure 4: Existing Roadway Conditions ............................................................................................... 13 Figure 5: Existing Volumes ................................................................................................................... 14 Figure 6: Project Assignment ................................................................................................................ 17 Figure 7: Existing+ Project Volumes ................................................................................................... 19 Figure 8: Cumulative Project Locations and Volumes ......................................................................... 21 ■ LIS lll6ill66lilll, I/IC. TrllHlc a11t1 Tra11s1•nat1•11 11 Children's Paradise Day Care Draft TIA October 30, 2020 C -- ,,,... - --- ---- - - - - Figure 9: Existing+ Cumulative Volumes ............................................................................................ 23 Figure 10: Existing+ Cumulative+ Project Volumes ......................................................................... 25 Figure 11: Pedestrian Study Elements ................................................................................................... 26 Figure 12: Bicycle Study Elements ....................................................................................................... 28 Figure 13: Transit Study Elements ........................................................................................................ 30 list ol Tablas Table 1: Intersection Level of Service Definitions (6th Edition HCM) .............................................. 10 Table 2: Street Segment Daily Capacity and LOS (City of Oceanside) ............................................. 11 Table 3: Determination of the Need for Roadway Improvements ...................................................... 11 Table 4: Existing Intersection Level of Service ................................................................................... 15 Table 5: Existing Intersection Left Turn Queues ................................................................................. 15 Table 6: Existing ADT Volumes and Level ofService ....................................................................... 15 Table 7: Project Traffic Generation ...................................................................................................... 16 Table 8: Existing + Project Intersection Level of Service ................................................................... 18 Table 9: Existing+ Project Intersection Left Turn Queues ................................................................. 18 Table 10: Existing+ Project ADT Volumes and Level of Service ..................................................... 18 Table 11: Cumulative Project Traffic Generation ............................................................................... 20 Table 12: Existing+ Cumulative Intersection Level of Service .......................................................... 22 Table 13: Existing+ Cumulative+ Project Intersection Left Turn Queues ....................................... 22 Table 14: Existing+ Cumulative ADT Volumes and Level of Service ............................................. 22 Table 15: Existing+ Cumulative+ Project Intersection Level of Service ......................................... 24 Table 16: Existing+ Cumulative+ Project Intersection Left Turn Queues ....................................... 24 Table 17: Existing+ Cumulative+ Project ADT and Level of Service ............................................. 24 Table 18: Carlsbad Sidewalk MMLOS ................................................................................................ 27 Table 19: Carlsbad Bicycle MMLOS ................................................................................................... 29 Table 20: Weekday Bus Service Operations and Frequency .............................................................. 30 Annand ices Appendix A ............... Excerpts from the City of Carlsbad Transportation Impact Analysis Guidelines ................................................................................................................................. and Mobility Element Appendix B ....................................................................... City of Carlsbad Traffic Scoping Agreement Appendix C ................. Excerpts from the City of Oceanside Traffic Impact Analysis Guidelines for ..................................... Vehicle Miles Traveled (VMT) and Level of Service Assessment, August 2020 Appendix D .................... Excerpts from the Oceanside General Plan Circulation Element, Sept 2012 Appendix E .................................. Growth Factor Calculations, Count Data, and Signal Timing Sheets Appendix F ................................................................................ Existing Intersection LOS Calculations Appendix 0 ................................................................ Existing+ Project Intersection LOS Calculations Appendix H ............................................................................................ Cumulative Project Information Appendix I .......................................................... Existing + Cumulative Intersection LOS Calculations Appendix J ......................................... Existing+ Cumulative+ Project Intersection LOS Calculations Appendix K .......................................................................................................................... Bus Schedule ■ LIS lll6ill61Jdll11, //IC. Traffic 111111ra11s11,nau,11 iii Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C: C C C C ,,.... --- -- - - - --- Execudve Summarv Children's Paradise Dav care The proposed Children's Paradise Day Care is planned at 3335 Marron Rd in Carlsbad, California. Although the project is located is the City of Carlsbad, project traffic along with pedestrian, bicycle, and transit will use City of Oceanside facilities to reach the project site. Therefore, this analysis incorporates two different sets of study requirements and project effect criteria. The Traffic analysis did not have any vehicular study locations within the City of Carlsbad because the project is not located on and does not add traffic to any City identified Mobility Element Roadways using the City's criteria. The project will add traffic to roadways within the City of Oceanside; therefore, based on Oceanside criteria, the traffic study area included three (3) intersections and two (2) roadway segments. The project trip generation was based on 196 students; however, the project site was previously analyzed with a 30-child day care in the Quarry Creek EIR. Therefore, this analysis based on a 196-child day care is conservative because a credit was not taken for the previously EIR analysis of a 30-child day care on the project site. The project traffic consists of three components: Primary, Diverted, and Pass-by trips. Primary trips are new project trips while Diverted and Pass-by trips are already on the surrounding roadways. This analyzed accounted for all the trips types with a total trip generation of980 Average Daily Trips (ADT) with 166 AM peak hour trips (83 inbound and 83 outbound) and 176 PM peak hour trips (88 inbound and 88 outbound). A total of four near-by cumulative project were incorporated into this analysis. Four scenarios were analyzed, which included Existing, Existing+ Project, Existing+ Cumulative, and Existing+ Cumulative+ Project. Operational findings by scenario are summarized below: 1) Under Existing conditions, the study intersections and segments were calculated to operate at LOS C or better. 2) Under Existing+ Project conditions, the study intersections and segments were calculated to operate at LOS Dor better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. 3) Under Existing + Cumulative conditions, the study intersections and segments were calculated to operate at LOS D or better. 4) Under Existing+ Cumulative+ Project conditions, the study intersections and street segments are calculated to operate at LOS D or better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. The addition of project traffic results in a forecasted eastbound left turn bay to exceed the 95th percentile queue by 3 feet at the intersection of College Blvd at Marron Rd. However, the outside dual left turn lane becomes a trap lane along Marron Rd, thus the additional 3 feet of queueing can be accommodated within the trap lane. ■ LIS llllillllllrilll, I/IC. Tnl/lic 811// Tnl/1$/lllrtalillll lV Children's Paradise Day Care Draft TIA October 30, 2020 C: C C C C C C C -- --C --- - - - - - - --.. The Pedestrian analysis included the assessment of pedestrian facilities along Marron Rd between El Salto Flats Rd and College Blvd. Within Carlsbad, Marron Rd from El Salto Flats Rd to the eastern City limits has a non-contiguous sidewalk on the north side and a non-contiguous decomposed granite path on the southside. The pedestrian eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A Within Oceanside, Marron Rd from the western City limits to College Blvd has non-contiguous sidewalks on both sides of the street. There were no major sidewalk obstructions observed along the study segment of Marron Rd. No sidewalk improvements are proposed on Marron Rd. The existing decomposed granite path along the project frontage will remam. The Bicycle analysis included the assessment of bicycle facilities along Marron Rd between El Salto Flats Rd and College Blvd. Within Carlsbad, Marron Rd from El Salto Flats Rd to the eastern City limits has Class 2 bike lanes in each direction. The bicycle eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A Within Oceanside, Marron Rd from the western City limits to College Blvd has Class 2 bike lanes in each direction. No bike lane improvements are proposed along Marron Rd. The Transit analysis included an assessment of transit facilities within ½ mile walking distance of the project pedestrian point of access. Within Carlsbad, there are no transit stops within ½ mile walking distance of the project site; however, there is a bus stop located in Oceanside with ½ mile walking distance of the project. A City of Carlsbad MMLOS cannot be calculated because the bus stop is in the City of Oceanside where the adjacent street typology is undefined. Within Oceanside, the bus stop is located approximately 850 feet east of the project's pedestrian point of access. This bus stop is a terminus stop; thus, it represents both eastbound and westbound travel. The bus stop includes a bench and shelter with both in good condition. No transit improvements are proposed as part of this project. As part of the project, the applicant will: 1) Pay for the installation cost ( estimated around $2,000) of a future traffic signal controller as part of the Transportation Demand Management (TDM) strategy as requested by City staff. 2) Provide a Tier 1 TDM Plan under separate cover. 11 lll 1116/IIBBrllll, IIIC. Tra/lic 81111 TrallS/JBnallBII V Children's Paradise Day Care Draft TIA October 30, 2020 C C C C ,c C C C C r ----C C C -...... -- --- - --- 1.0 Introduction The proposed Children's Paradise Day Care is planned at 3335 Marron Rd in Carlsbad, California. The project is located is the City of Carlsbad; however, project traffic and alternative modes of travel will pass through the City of Oceanside. Therefore, this analysis incorporates two different sets of study requirements and project effect criteria. The general location of the project is shown in Figure 1. A site plan is shown in Figure 2. The project is a 196-chile day care facility. The project site was previously analyzed with a 30-child day care facility in the Quarry Creek EIR. Therefore, this analysis based on a 196-child day care is conservative because a credit was not taken for the previously EIR analysis of a 30-child day care on the project site. This report describes the existing roadway network in the vicinity of the project and includes a review of existing and proposed activities for weekday peak and daily traffic conditions when the project is completed. The format of this study includes the following chapters: Introduction 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Transportation Analysis Study Area Traffic Analysis Pedestrian Analysis Bicycle Analysis Transit Analysis Conclusion ■ lllllllilllllld//1, /RC. TrllHic a11d Tra11s11•rtalio11 1 Children's Paradise Day Care Draft TIA October 30, 2020 • • • • • • • • • • • • • • • • • • Figure 1: Proiect location I I I Temecula --------------------------------------------Riverside County San Diego County Fall brook ll Camp Joseph Pendlebn PROJECT LOCATION Escondido Pacific Ocean Source: LOS Engineering, Inc. ■ IDS Ingin1J11rin11, Inc. Traffic and Transp11nau11n II Santa Ysabel Ramona United States Mexico ~ Existing Roadway Proposed Roadway Boulder No Scale 2 Children's Paradise Day Care Draft TIA October 30, 2020 • ■ ;r;_ § Cli ;:§• ~ I: Ii, ,1 ;i' !I !!ii !!!ii' -~ ;I ~ Ii I· Iii w (J ::r ..... § Vl "i:I ~ 0.. ~- t:, ~ 0 '-< ~ (J 0 e; g" (1) '"'I t:, w '"'I ~o ~ N::i:i 0 >-l N-o ► •• [fJ 0 E; (") (1) ► (J ~ ~ 00 s· (1) (1) '"'I ..... :::;3 gci -:::;3 !"l !~ f; S, . ' • • • ••• \ \ I 0 \, ·-.\. ... , \ \ ' ' rx.••t,o ' ' !: "~,'! •I ._, ,:~ 9' . : ':IJ-~r•' \_..,. ~. ~ .. ~. \' \.~ 'I,"<,, <,' i~~ -.. <, • •••••••••••••••••••••••••• I\ -r , I -r / ~--. . , ... , -•r -·---.-·-·•· . ~=:::_ ~:-.C.-~ il~~ .. ~-i!) :r , ____ _19 __ _ -~,;~Ff' a:.~~R~~'.!:~o(Tlolli r~ .. "'".:__ .., ..... ,~,---\ I ~XI -Dl'5" 4' IOUI l.4mt,\I,. (1[•1H.a) ~=~"~~ ... ~ 4• ..=t;;:-: n _ ' \, ~i =---.;;7:..:=.....,__-· ~--~ --=- s..:.:.-~-:r- I . ..,. ,. ~~. I I ~--·---· • .,~~--c::: " ,I ,.,_., ,..,JJ ,,.., ;:;;;; •UOO ,,t,.ot) •,to,; NOW~ ..,_ :, = = a ~ en i "'Ill -= .. ~.~~ '1 •. ~ ~oo· • i " I '--,,J•.u:ftll.l ~ ~ / ·-··· 11 A-e., 1, ''°" '>-..•-... '• A /1 ri >) ~ ~ e _____ .., ii& 90UliOM"' UM: 0,. • .., --~ ,,,_-::;:;::,:-,.,- BCl.NOAll"I CJ"'-!: ";:,'~i!l,~ f l "'lll'Jlfll'J ACI\I. E<Gl,(ERINC, NC W.0. '9-1058 ' ,., .... .._______ '-' •.. '----:•-.. ~-e_ --¥ \~ ''-0~,x ~. .... ' \\ ,. ~\ _.,,...,..,_ \; .~:' ~ ' , ., ' , PERVIOUS.,11,MPERVIOUS AREA TABULATION --~1'lfM:1. Nllb ~0,MA'll:JSCAP!./lltt.SM (M>[ll"OUS) -,~.7 ST. (at.llC) F"itr,;11CNCl l01 (~Ri..o..S PA~J • 151302 s,r. (?t.~ F'U'tuftOI..NJ Jtllf!A (l'UNIOJS SUl"'ACt~ • 14912.0 Sf' :ze.ac PlAHT(RS/8.t.St.lAAAOSCAPC "'1(.I, • 9311 7 s.r {15..toxl n>1"L klLOMll..t'. SH >,/IEJ,• 1.11 A~~ • "'JOH, S ,-(1am) 0 ltt'wl9c»I OCICAfll'1t01t "ASBUILr :.:=-J!! 15'.ii 11 """""'2: r=:l GPv+ REVOCJ C C C C C C C C C ,,,..._ -- ------..... --- --- - - - -- 2.0 Transnonation AnalVSis Studv Area Even though the project is in the City of Carlsbad, project traffic along with pedestrian, bicycle, and transit will use City of Oceanside facilities to reach the project site requiring two different sets of study criteria. 2.1 CilV al Carlsbad Requirements The City of Carlsbad Transportation Impact Analysis Guidelines, April 2018 and the City's Mobility Element documents the required traffic and multi-modal analysis elements and project effect criteria. Excerpts from the Carlsbad Guidelines and Mobility Chapter are included in Appendix A. The City of Carlsbad requires a Scoping Agreement to be completed and approved to define the traffic impact analysis study requirements. An approved Scoping Agreement is included in Appendix B. The modes required for evaluation are based on the street typology that connect the project with the overall transportation system that are described below. 2.1.1 CilV If Carlsbad Auto AnalVSIS The City of Carlsbad requires the following elements to be analyzed if the travel mode is illustrated on the City's Multi-Modal Level of Service (MMLOS) Mobility Element map (Appendix A). Intersections: All intersections within 0.25 miles of a project access points serving vehicles will be included in the study area. Additional intersections within 0.25 to 0.5 miles from the project access points may also be added to the study area at the discretion of the City Engineer/ City Traffic Engineer. No intersections are located within the City of Carlsbad that require a LOS analysis based on the City's MMLOS Mobility Element map (Appendix A). Roadway Segments: • Non-freeway roadway segments that are subject to Auto MMLOS Criteria and expected to experience an increase in project traffic equal to 50 or more peak-hour trips in either direction of travel. • Freeway Mainline Segments where the project adds 50 or more peak-hour trips in either direction of travel • Freeway Entrance and Exit Ramps where the proposed project will add 20 or more peak-hour trips and/or cause any traffic queues to exceed ramp storage capacities. No segments are located within the City of Carlsbad that require a LOS analysis based on the City's MMLOS Mobility Element map (Appendix A). This project does not add more than 20 peak hour trips to nearby SR-78 freeway entrance or exit ramps nor does the project add more than 50 peak hour trips to the SR-78 mainline segments. ■ IISIHliH66liHI, IHC. Trl/11/C IIH// TrlJHSPOrlllli6H 4 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C C ,_ ------------------- ---- ... - 2.1.2 cnv DI Carlsbad Pedasntan AnalVSis The City of Carlsbad requires the following element to be analyzed: • All pedestrian facilities that are directly connected to project access points will be included in the study area • All pedestrian facilities adjacent to the project development site that provide direct pedestrian access to the project site will be included in the study area. • The analysis of each pedestrian facility will extend in each direction to the nearest intersection or connection point to a multi use trail or path. The study area will extend from the project site (northbound and southbound OR eastbound and westbound) until a Mobility Element Road or Class I trail is reached in each direction. • Pedestrian facilities shall include all existing and proposed sidewalks, crosswalks, signalized pedestrian phases, and ADA-compliant facilities. • Pedestrian analysis need only be conducted for the side of the street where the project is located unless the project is located on both sides of the street, in which case both sides of the street should be studied. • Pedestrian analysis shall be conducted for all roadway segments included in the study area that are subject to the Pedestrian MMLOS standards (see Figure 1 in Appendix A). For this project, all pedestrian facilities along Marron Rd from the eastern City limits to the nearest intersection (El Salto Flats Rd) will be analyzed. 2.1.3 cnv DI Carlsbad BICVCII AnalVSiS The City of Carlsbad requires the following element to be analyzed: • All facilities that bicyclists can legally use shall be included in the study area from each project access point extending in each direction of travel to the nearest intersection, dedicated bicycle facility, or connection point to a multi use trail or path. Inventory and evaluation shall include all off-street and on-street bicycle paths, lanes and routes. • Bicycle analysis shall be conducted for both directions of travel ( e.g., both sides of the street) of each facility included in the study area. • Bicycle analysis shall be conducted for roadway segments subject the Bicycle MMLOS standards (see Figure 1 in Appendix A) For this project, all bicycle facilities on both sides of Marron Rd from the eastern City limits to the nearest intersection (El Salto Flats Rd) will be analyzed. ■ Ill llllilllllldll/1, /BC. Traffic 81111 Tral/S/lllrl8lillll 5 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C ,,,,... - .... -------,_ -,_ -- - - - -... - ... ... ., 2.1A cnv DI Carlsbad Transit lllalVSIS The City of Oceanside requires the identification of transit stops or routes existing within ½ mile walking distance of each pedestrian project access point. • All existing transit lines and transit stops within a ½ mile walking distances of the project site shall be included in the study area . • If the roadways within the study area are not subject to Transit MMLOS standards (see Figure 1 Appendix A) no further transit analysis is required. • All transit lines located within a ½ mile walking distance of the project site will be analyzed according to the Transit MMLOS. • All pedestrian routes linking the project site to a transit line within the ¼ mile walking distance boundary. • If no transit lines are provided, but the roadways within the study area are identified as subject to transit MMLOS, the project shall complete the MMLOS worksheet for "No Transit Located within½ Mile Walk from Subject Site or Roadway Segment". • Transportation Demand Management Measures shall be identified for the project, which may include on-demand transit, flex or other measures. For this project, there are no transit stops located west of the project site within the City of Carlsbad. However, there are bus stop less than½ mile walking distance to the east within the City of Oceanside that will be analyzed based on City of Oceanside requirements. 2.1.5 cnv DI Carlsbad Transu1nau1n 111nand Mana1e1n1m Slnteuies The City of Carlsbad Mobility Element Transportation Demand Management (TDM) criterion e-P.11 states: Require new development that adds vehicle traffic to street facilities that are exempt from the vehicle LOS standard (consistent with 3-P.9) to implement: a. Transportation demand management strategies that reduce the reliance on single- occupant automobile and assist in achieving the city's livable streets visions. b. Transportation system management strategies that improve traffic signal coordination and improve transit service. As requested by City staff, the applicant will pay for the installation cost (estimated around $2,000) of a future traffic signal controller as part of the TDM strategy. A Tier 1 TDM Plan will be submitted under separate cover. ■ llSE111i111111d1111, IRC. Tia/Ii& II/Id Tr/1116/lllrlllUIIH 6 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C ------------ - ... 2.2 CilV of Oceanside Requirements The City of Oceanside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment, August 2020 documents the required traffic and multi-modal analysis elements and project effect criteria. Excerpts from the Oceanside Guidelines are included in Appendix C. 2.2.1 env DI Dceanslde Auto IDIIVSIS The project study area is generally determined by the limits or extent of where 50 peak hour project trips would travel in either direction to or from the site. Additionally, the study area can also be identified by City staff, which was the basis for the following study area. For this project, the following intersections will be analyzed as part of this study: 1) College Blvd/SR-78 EB Off-Ramp (Signalized) 2) College Blvd/Haymar Dr/Plaza Dr (Signalized) 3) College Blvd/Marron Rd/Lake Blvd (Signalized) The following street segments will be analyzed as part of this study: 1) College Blvd from Haymar Dr/Plaza Dr to Marron Rd/Lake Blvd 2) Marron Rd west of College Blvd The number of scenarios to be analyzed is based on the project trip generation being between 200 ADT and 1,000 ADT. For this project, the following scenarios are required: 1) Existing Conditions 2) Existing + Project Conditions 3) Existing+ Cumulative Conditions 4) Existing+ Cumulative+ Project Conditions 2.2.2 env 11 Dceanside Pedesman AnalVSis The City of Oceanside requires the documentation of pedestrian infrastructure available including any opportunities or deficiencies such as path obstructions or missing sidewalk from the project access points extending ½ mile walking distance or to the nearest intersection with a classified roadway/connection with a Class I path. For this project, all pedestrian facilities extending easterly from the western City limits to the nearest intersection with a classified roadway (College Blvd) will be analyzed. ■ Ill llll/illll6rllll, //IC. Trame a1111 Tra11s1111nati1111 7 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C - - - .. .. 2.2.3 CilV DI lceanslde licvcle AnalVSis The City of Oceanside requires the documentation of bicycle infrastructure available including any opportunities or deficiencies such as bike lanes, bike buffers, or bike boxes from the project access points extending in each direction to the nearest intersection with a classified roadway or connection with a Class I path. For this project, all bicycle facilities extending easterly from the western City limits to nearest intersection with a classified roadway (College Blvd) will be analyzed. 2.2A CilV DI lceanside Tnnsit AnalVSls The City of Oceanside requires the identification of transit stops or routes existing within ½ mile walking distance of each pedestrian project access point. For this project, the nearest transit facilities within ½ mile walking distance from the project site will be analyzed. 2.3 StudV Area Summary A summary of the study area and study elements is shown in Figure 3 . ■ llllllliR66dRI, Inc. rramc a11111ra11s111nau111 8 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C - - -- ,,,... -- - ----------,,,.... .,_ Figura 3: StudV Area and Studv Element ...... Adobe Springs Rd LEGEND Analysis Existing Roadways City Jurisdiction Limits Pedestrian Analysis Bicycle Analysis Segment Analysis @ Intersection Analysis B Bus Stop Analysis MM LOS Multi-Modal Le1.el of Ser.ice 11 IIS IHIIHIIIIIIRI, /RC. 1r11mc anti rrans1onauon Q) jlj olll u Vista Way Lake BhA::l City of Oceanside ~~--- City of Carlsbad 9 Q) jlj o Ill u No Scale Children's Paradise Day Care Draft TIA October 30, 2020 C: C C C C ,,.... - - ;/II"' - -- - - --- - ---- 3.0 Traffic AnllVSiS The traffic analysis includes the study of specific scenarios, analysis of roadway operations, and determination of potential off-site improvements. Only intersections and segments located within the City of Oceanside were required for analysis based on both City's criteria. Therefore, this analysis section is based on the City of Oceanside requirements. 3.1 Traffic AnllVSiS MllhldlllUV The traffic analyses prepared for this study were based on the Highway Capacity Manual (HCM) operations analysis using Level of Service (LOS) evaluation criteria. The operating conditions of the study intersections, street segments, and freeway segments were measured using the HCM LOS designations, which ranges from A through F. LOS A represents the best operating condition and LOS F denotes the worst operating condition. The LOS criteria for each roadway component are described below. 3.1.1 1111rsecd11s The study intersections were analyzed based on the operational analysis outlined in the 6th Ed HCM. This process defines LOS in terms of average control delay per vehicle, which is measured in seconds. LOS at the intersections were calculated using the computer software program Synchro 10 (Trafficware Corporation). The 6th Ed HCM LOS for the range of delay by seconds for un-signalized and signalized intersections is described in Table 1. TUlE 1: INTERSECTION LEVEL OF SERVICE DEFINITIONS [6TH EDITION HCMJ Level of Service Un-Signalized (TWSC and AWSC) Signalized Control Delay (sec/veh where v/c < 1) Control Delay (sec/veh where v/c < 1) A 0-10 ,:: 10 B > 10-15 > 10-20 C > 15-25 > 20-35 D > 25-35 > 35-55 E > 35-50 > 55-80 F >W >M TWSC: Two Way Stop Control. A WSC: All Way Stop Control. Source: 6th Edition HCM ( exhibit 20-2 for two way stop control, exhibit 21-8 for all way stop control, and exhibit 19-8 for signalized intersections). 3.1.2 Street seaments The street segments were analyzed based on the functional classification of the roadway using the City of Oceanside Average Daily Vehicle Trips capacity lookup table. The roadway segment capacity and LOS standards used to analyze street segments are summarized in Table 2. II llSIRIIR66riHI, /HG. Tra/1/c an// Transp•nau,n Children's Paradise Day Care Draft TIA October 30, 2020 C ,--C - --- ,- -- --- -------- TABLE 2: STRED SEGMENT DAILY CAPACITY AND LOS (CITY OF OCEANSIDE Circulation Element Lanes LOS LOS LOS LOS LOS Road Classification A B C D E Expressway 6 <30,000 <42,000 <60,000 <70,000 <80,000 Expressway 4 <25,000 <35,000 <50,000 <55,000 <60,000 Prime Arterial 6 <25,000 <35,000 <50,000 <55,000 <60,000 6-Lane Major Arterial 6 <20,000 <28,000 <40,000 <45,000 <50,000 5-Lane Major Arterial 5 <17,500 <24,500 <35,000 <40,000 <45,000 4-Lane Major Arterial 4 <15,000 <21,000 <30,000 <35,000 <40,000 Secondary Collector with TWL TL 4 <10,000 <14,000 <20,000 <25,000 <30,000 Secondary Collector no TWL TL 4 <9,000 <13,000 <18,000 <22,000 <25,000 Collector-Commercial Fronting 2 <5,000 <7,000 <10,000 <13,000 <15,000 Collector-Residential Fronting 2 <4,000 <5,500 <7,500 <9,000 <10,000 Local Street 2 na na <2,400 na na Source: City of Oceanside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment, August 2020. 3.1.3 Tnfflc meet Dnsholds A project Owner/Permittee may be required to provide an off-site improvement if the project traffic exceeds the City of Oceanside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (August 2020) defined thresholds as shown in Table 3. TABLE 3: DmRMINATION OF THE NEED FOR ROADWAY IMPRMMENTS Level of Service with Project E&F Freeways V/C 0.01 Allowable Increase Due to Project Effect Roadway Segments Intersections Ramp Metering VIC Speed (mph) Delay (sec.) Delay (min.) 0.02 2 2* Source: City of Oceanside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment (August 2020). 3.2 Existing Conditions This section describes the study area street system, existing daily roadway, peak hour intersection traffic volumes, and existing LOS conditions. 3.2.1 EXiSUnu Street SVStem In the vicinity of the project site, the following roadways were analyzed as part of this study, which are described below. The roadway classification was obtained from the City of Oceanside General Plan Circulation Element, September 2012 (excerpts included in Appendix D). College Boulevard is classified as a Major Arterial from Haymar Dr/Plaza Dr to Marron Rd/Lake Blvd. This segment of College Boulevard is constructed as a 6-lane divided roadway with three lanes in each direction along with Class II bike lanes in each direction. The posted speed limit is 40 Miles per Hour (MPH). A functional capacity of 50,000 ADT at LOS E was applied because the physical roadway characteristics match a 6-Lane Major capacity. II LIS Elllill66dlll/, /RC. Traffic IIRII TlaRSP661166R 11 Children's Paradise Day Care Draft TIA October 30, 2020 :C C C C C C C ,c C C - - - ---- - - -- - -.... - --- Marron Road is classified as a Secondary Collector from the western City limits to College Boulevard. Marron Road from the western City limits to Quarry Creek Center (signalized driveway that serves the Walmart shopping center on the south side of Marron Rd and the Kohl's/ Albertsons shopping center on the north side of Marron Rd) is constructed as a 4-lane un-divided roadway with two lanes in each direction along with Class II bike lane in each direction. From the Quarry Creek Center driveway to College Blvd, Marron Road is constructed as a 6-lane divided roadway with three lanes in each direction along with Class II bike lanes in each direction ( with a range of pavement width of approximately 95 to 105 feet from face of curb to face of curb). This wider segment just west of College Blvd is where the segment count was collected to account for the shopping center traffic. Even though this wider section of Marron Road from Quarry Creek Center to College Blvd is classified as a Secondary Collector, the physical characteristics of this segment includes 6 travel lanes, approximately 95 to 105 feet of pavement, and a raised median that reasonably matches the physical characteristics a 6-lane Major Arterial. However, to be conservative, the lower capacity of a 4-lane Major Arterial (80 feet of pavement) with a capacity of 40,000 ADT at LOS E was applied. A posted speed limit was not observed along the study section of Marron Rd. 3.2.2 ExiSllng name VIIUIIIS and LIS lnalVSes Existing 7-9 AM and 4-6 PM peak period traffic volume data were collected at the following intersections: 1) College Blvd/SR-78 EB Off-Ramp (10/7/2020) 2) College Blvd/Haymar Dr/Plaza Dr (10/7/2020) 3) College Blvd/Marron Rd/Lake Blvd (9/23/2020) Segment daily traffic counts were collected at the following locations: 1) College Blvd from Haymar Dr/Plaza Dr to Marron Rd/Lake Blvd (9/23/2020) 2) Marron Rd immediately west of College Blvd (9/23/2020) To account for traffic volume reductions due to the COVID-19 pandemic, a growth factor was calculated between available historical volumes and existing volumes for the study locations. Year 2020 counts were lower than historical year 2018 and 2019 counts for the study locations. The percent reduction between the historical and current counts was used as the basis for a growth factor to estimate non-pandemic traffic volumes. Three growth factors were calculated. A daily growth factor of 11 % was applied to the segment counts (i.e. based on a College Blvd year 2018 segment volume of 34,884 being 10. 7% higher than a 2020 volume of 31,504, thus a rounded-up growth factor of 11 % was applied). A 17% growth factor was applied to the AM peak hour counts and a 7% growth factor was applied to the PM peak hour counts. Historical data, current data, growth factor calculations, and signal timing sheets are included in Appendix E. The existing roadway conditions are shown in Figure 4. The forecasted pandemic adjusted existing AM, PM, and daily volumes are shown on Figure 5. ■ IISIHliH66rlHI/, Inc. 1ra111can111ransp11nau11n 12 Children's Paradise Day Care Draft TIA October 30, 2020 ,C C C C C C C ,c C C - - - -- -- - ------- Figure 4: Existing RoadWav Condmons ..... LEGEND lane Geometry Bl Bike lane 4D Four lane Dilided Roadway 6D Six lane Dilided Roadway 01.f Ow~ap Phase SR-78 EB Off-Ramp uiu ~ G) ,. Signal City of Carlsbad Haymar Dr 1Hll _j, G) ~ Q) Signal Vista Way Lake Blw No Scale Marron Free Plaza Dr Rd Right_) u ll Lake B11/d J=_ Ovr ~ G) ~Ovr ~ 3 r= ., Ovr,. Signal Q) Q) tttt jj 1\ ttt rovr ""!tttrovr ~j 5!'~ ocn ocn 'iscii (.) (.) (.) 11 IIS IH6lll66dlll/, Inc. Tnl/1/C Ill/II ll'llll6Plln11u11n 13 Children's Paradise Day Care Draft TIA October 30, 2020 ,,,... ,,_ -,,,,... - - ..... --- ----- Figura 5: Existing Volumes ..... ... LEGEND xx (YY) z;zzz. G) AM peak hour wlumes at intersections PM peak hour wlumes at intersections ADT wlumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits City of Carlsbad SR-78 EB 1536 Haymar 113 1110 545 (1546) (97) (1223) (610) Off-Ramp Dr t 541 (591) J G) 78 49 235 (378) f 16 t :!, Q) ~ 851 (1729) 8 ln'ai II Ill lll!IIIIIJlldH/1, IHC. 111111/C IIIIII TrllHSPIJrtlllilJH (101) (68) (21) _.J t L. J G) l_ ~ -' y ~ t ~ 32 559 227 (32) (1191) (402) 14 Q) j'j om t) Plaza Dr 215 (435) 11 (10) 123 (187) :!, Q) ~ 8 ln'ai Lake Blw Marron 232 Rd (476) _.J 186 (513) J 42 (172) ~ 132 (209) f ~ 73 (214) No Scale 756 149 (545) (268) Lake Blvd t L. G) l_ 211 (198) -80 (148) y 245 (193) t ~ 491 132 :!, Q) ~ (794) (348) 8 ln'ai Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C -,,,.... ,,.... - ,,,_ - ---- ------ The LOS calculated for the intersections is shown in Table 4. Left turning queues where the project is forecasted to add traffic are shown in Table 5. The segment LOS is shown in Table 6. Intersection calculations are included in Appendix F. TABLE 4: EXISTING INTERSECTION LEVEL OF SERVICE Intersection and Movement Study Existing (Analysis) 1 Period Delav2 LOS3 1) College Blvd at All AM 17.8 B SR-78 EB Ramp (S) All AM 22.6 C 2) College Blvd at All AM 21.2 C Haymar Dr (S) All PM 34.1 C 3) College Blvd at All AM 26.7 C Marron Rd (S) All PM 33.8 C Notes: 1) Intersection Analysis -(S) Signalized. 2) Delay -HCM Average Control Delay in seconds. 3) LOS: Level of Service. TABLE 5: EXISTING INTERSECTION LER TURN QUEUES Intersection Existing 95th % Queue (ft) AM PM College Blvd/Marron Rd NB Dual LT Queue (ft) Available Storage (ft) Difference (ft) EB Dual LT Queue (ft) Available Storage (ft) Difference (ft) 50 170 120 97 365 268 114 170 56 335 365 30 Notes: Available storage= striped left turn bay that does NOT include the additional storage as part of the transition taper. Queue lengths (ft) from Synchro output 95th percentile (Synchro output in Appendix). NB=Northbound. TABLE 6: EXISTING IDT VOUIMES AND LEVEL OF SERVICE College Blw Marron Rd Segment Functional Classification Plaza Blw to Marron Rd 6 Ln Major Arterial LOSE Capacity 50,000 Daily Volume 34,969 Immediately West of College Blw 4 Ln Major Arterial 40,000 21,701 Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio. Existing VIC 0.699 0.543 LOS C C Under Existing conditions, the study intersections and segments were calculated to operate at LOS C or better. ■ LIS IDliDllllrlD/1, /RC. Tri/Hie anti Trl/D$/lllrl8UIID 15 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C C C C ,,_ - ----- ----- 3.3 Proiect Traffic Generatian Trip generation was calculated using the San Diego Association of Governments (SANDAG) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. The project traffic consists of three components: Primary, Diverted, and Pass-by trips. For this type of project, Primary traffic is when the parent/guardian will drop of their child(ren) and then return home (this is considered new traffic). Diverted traffic is when a parent/guardian is already on a near- by roadway and diverts to drop off their child(ren) and then continues onto work/other destination. Pass-by traffic can be categorized by a parent/guardian dropping of their child(ren) as they are enroute to work/other destination while already driving on Marron Road or College Blvd. The project is less than ½ mile from College Blvd/Marron Rd/Lake Blvd. The project is also located within the Quarry Creek Master Plan community with up to 656 homes planned ( about half of the homes are constructed and occupied), which is a significant and adjacent source for pass-by and diverted traffic. SAND AG' s Analysis of Trip Diversion, November 1990 documented the percentages of Pass-by, Diverted, and Primary trips for various land uses. The amount of traffic based on SANDAG's Pass- by, Diverted, and Primary percentages applied to the trip generation is as follows: 1) The project is calculated to generate Primary traffic in the amount of 274 ADT, 46 AM peak hour trips, and 50 PM peak hour trips. 2) The project is calculated to attract Diverted traffic in the amount of 568 ADT, 96 AM peak hour trips, and 102 PM peak hour trips. 3) The project is calculated to attract Pass-by traffic in the amount of 137 ADT, 24 AM peak hour trips, and 24 PM peak hour trips. As shown in Table 7, the project is calculated to generate a total of 980 Average Daily Trips (ADT) with 166 AM peak hour trips (83 inbound and 83 outbound) and 176 PM peak hour trips (88 inbound and 88 outbound) as shown in Table 7. TABll 1: PROJECT TRAFRC GENERATION Land Use and SANDAG AM Peak Hour Trip Rates Rates & Size Daily IN OUT Total Total Trip Generation Split SANDAG Rates: 5.0 /Student 0.5 0.5 17% Day Care Center(# of students) Size: 196 Students Trips: 980 83 83 166 Primary (SANDAG 28%) 274 23 23 46 Diverted (SANDAG 58%) 568 48 48 96 Pass-by (SANDAG 14%) 137 12 12 24 Source: SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. Rounding may result in~ 1 to above numbers 3A Praiect Dislributian and Assignment PM Peak Hour IN OUTTotal Split 0.5 0.5 18% 88 88 176 25 25 50 51 51 102 12 12 24 Project trips were distributed to the adjacent roadways based the trip type (primary, diverted, and pass-by) with the individual distribution (eight in total) included in Appendix B pages 21-28. The total project trip assignment (primary+ diverted+ pass-by) is shown in Figure 6. ■ LIS llllilllJIJrill/1, I/IC. Trllllit: a11t/ Trllll$P1JrtaU111 16 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C ,,,... --- -- ,._ ----- - Figure 6: Proiact Assignment Adobe Springs Rd Q) jlj olD (..) City of Carlsbad -2 (4) -2 (4) 26ADT LEGEND xx (YY) z;zzz ~ AM peak hour 10lumes at intersections PM peak hour 10lumes at intersections ADT 10lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits SR-78 EB 29 Haymar (30) Off-Ramp Dr 't o () _j. G) o o 10 (10) ' o t -'-~~ 27 (28) 8 i'ii ■ llSIRliRIJIJdRI, /RC. 11'11/lic 88// Tl'IIRSJJllnaUIIR () () () o 39 () (40) .I 't _j. 0 -' ., t o 27 () (28) 17 Vista Way o () ~ l_ -' ~ 12 (12) Q) jlj olD (..) Plaza Dr o o o () () () d, Q) ~ 8 fil'ai Lake BM:! l\llarron 44 Rd (45) .I 44 (45) _j. 9 (9) -28 (30) ' ., 28 (30) No Scale -5 o -(5) () Lake Blvd 't ~ 0 l_ o () -9 (9) ' o () t ~ -5 o d, Q) ~ -(5) () 8 fil'ai Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C C C ,..... - --- - - -,,... --,,,.. --..... ------- 3.5 histing + Proiect Conditions This scenario analyzes the addition of project traffic onto the existing background traffic for AM, PM, and daily conditions. The peak hour intersection volumes and daily traffic volumes for this scenario is shown in Figure 7. The LOS calculated for the intersections is shown in Table 8. Left turning queues where the project is forecasted to add traffic are shown in Table 9. The segment LOS is shown in Table 10. Intersection calculations are included in Appendix G. TABLE 8: EXISTING+ PROJECT INTERSECTION lEVEl OF SERVICE Intersection and Movement Study Existing Existing + Project (Analysis) 1 Period Delav2 LOS3 Delal LOS3 Delta4 Effect?5 1) College Blvd at All AM 17.8 B 17.9 B 0.1 No SR-78 EB Ramp (S) All AM 22.6 C 23.0 C 0.4 No 2) College Blvd at All AM 21.2 C 21.3 C 0.1 No Haymar Dr (S) All PM 34.1 C 34.3 C 0.2 No 3) College Blvd at All AM 26.7 C 27.2 C 0.5 No Marron Rd (S) All PM 33.8 C 36.8 D 3.0 No Notes: 1) Intersection Analysis -(S) Signalized. 2) Delay-HCM Average Control Delay in seconds. 3) LOS: Level of Service. 4) Delta is the increase in delay from project. 5) Project effect if project traffic exceeds City's threshold. TABLE 9: EXISTING + PROJECT INTERSECTION LER TURN QUEUES Existing Intersection 95th % Queue (ft) AM PM College BI\A'.l/Marron Rd Existing + Project 95th % Queue (ft) AM PM Change in 95th % Queue (ft) AM PM NB Dual LT Queue (ft) 50 114 72 134 22 20 Available Storage (ft) 170 170 170 170 Difference (ft) 120 56 98 36 EB Dual LT Queue (ft) 97 335 118 359 21 24 Available Storage (ft) 365 365 365 365 Difference (ft) 268 30 247 6 Notes: Available storage = striped left turn bay that does NOT include the additional storage as part of the transition taper. Queue lengths (fl) from Synchro output 95th percentile (Synchro output in Appendix). NB=Northbound. TABLE 10: EXISTING + PROJECT IDT VOLUMES AND LEVEL OF SERVICE Segment College Blw Functional Classification Existing Project Existing + Project LOS E Daily Daily Daily Change Project Capacity Volume V/C LOS Volume Volume V/C LOS in V/C Effect? Plaza BM:l to Marron Rd 6 Ln Major Arterial 50,000 34,969 0.699 C 452 35,421 0.708 C 0.009 No Marron Rd Immediately West of College Blw 4 Ln Major Arterial 40,000 21,701 0.543 C 954 22,655 0.566 C 0.024 No Notes: Dai~ wlume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio. Under Existing+ Project conditions, the study intersections and segments were calculated to operate at LOS D or better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. ■ LIS IHIIHllllllll/1, lilt:. Tia/lie aall 1taas1111nali1111 18 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C ----,,_ -- ,...... - - --- - - Figure 1: bisting + Proiect Volumes Q) j'j CID (.) Vista Way ..... LEGEND xx (YY) z;zzz. G) AM peak hour 10lumes at intersections PM peak hour 10lumes at intersections ADT 10lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits City of Carlsbad SR-78 EB 1565 Haymar 113 1149 545 (1576) (97) (1263) (610) Off-Ramp Dr t 541 (591) _j. 0 78 49 245 (388) f 16 t =le Q) ~ 878 (1757) 8 fil'ai ■ llSllllilllJIJdll/1, Ill&. Traffic IIH// TrllHS//Ollllli0/1 (101) (68) (21) _.J t L. _j. 0 l_ --' f" ~ t ~ 32 586 239 (32) (1219) (414) 19 Q) j'j clD (.) Plaza Dr 215 (435) 11 (10) 123 (187) =le Q) ~ 8 fil'ai Lake BM:l Marron 276 Rd (521) _.J 230 (558) _j. 51 (181)- 160 (239) f ~ 101 (244) No Scale 751 149 (540) (268) Lake Blvd t L. G) l_ 211 (198) -89 (157) f" 245 (193) t ~ 486 132 =le Q) s! (789) (348) 8 fil'ai Children's Paradise Day Care Draft TIA October 30, 2020 C C C C ,c C C ,--C C -- - -- - --- -- - - 3.6 cumuladva Proiacts City of Oceanside staff provided traffic data on several foreseeable projects for the near-term ( existing + cumulative) analysis. The cumulative project traffic volumes are shown on Figure 8 with cumulative project details included in Appendix H. The following list includes a brief description of the cumulative projects: 1) CarMax: an auto dealership located at the 4000 block of Plaza Dr. This cumulative project is calculated to generate 475 daily trips with 18 AM and 50 PM trips. 2) Sky Haven Lane Condominiums: a 48-unit condominium project generally located on the southeast comer of Sky Haven Lane and Sunset Drive in the City of Vista. According to the Sky Haven Lane Condominium traffic study prepared by Darnell & Associates, Inc., this cumulative project is calculated to generate 384 daily trips with 31 AM and 38 PM trips. 3) Tri-City Medical Office Building: a 60,000 square foot medical office building located on the northwest comer of Vista Way and Tri City Hospital. The building is completed; however, the building was not occupied during traffic data collection. Therefore, it is included as a cumulative project. According to the Tri-City Medical Office Building traffic study prepared by Michael Baker International, this cumulative project is calculated to generate 3,000 daily trips with 180 AM and 330 PM trips. 4) Quarry Creek Master Plan: a master plan community with up to 656 homes generally located south of Haymar Drive and west of College Blvd. The master plan residential units are mostly completed and occupied. Based on field observations conducted on October 21, 2020 and available web data, approximately 96 homes are not completed or are not occupied. The master plan community is calculated to generate net external trips in the amount of 5,423 daily trips with 457 AM and 557 PM trips. The uncompleted 96 homes are calculated to generate 806 daily trips with 65 AM and 80 PM trips. 5) To account for distant and/or unforeseen cumulative projects, 1 % growth factor calculated from existing counts was applied to existing counts and added to the cumulative total. The traffic generated from the proposed cumulative projects is summarized in Table 11: TABll 11: CUMUlATM PROJECT TRAFFIC GENERATION Cumualtive Land Use CarMax Auto Dealershie Sky Haven Lane Condominiums {48 units} Tri-Ci~ Medical Office Building {60,000 s!) Quarry Creek Master Plan {remaining 96 homes} II llSIHliHlllldHI, IHC. Trll/lic IHI/ TrllHSP6nlli6H Total: 20 Daily AM PM Tries IN OUT IN OUT 475 11 7 31 19 384 6 25 27 11 3,000 144 36 99 231 806 15 50 56 24 4665 176 118 213 285 Children's Paradise Day Care Draft TIA October 30, 2020 C C ,c C C C C C --- - ------- - --- Figure 8: Cumulative Proiect locations and Volumes ..... ... Cumulative Project Remaining Quarry Creek LEGEND )0( (YY) z;zzz. G) AM peak hour 10lumes at intersections PM peak hour 10lumes at intersections ADT 10lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits SR-78 EB 28 (87) Off-Ramp t 48 (36) J 0 4 (13) ' t d, Ql ~ 50 (46) 8 :o'ai Cumulative Project: Tri-City Medical Office City of Oceanside Lake BM! ~--·-·-·-·-·-·-·-·-·-·-·-· City of Carlsbad Haymar 7 14 Dr (21) (40) .i t 19 (10) J 0 8 (5) -0 () ' ~ t 0 24 () (23) 11 (39) ~ l.. -' ~ 4 (7) Q) jlj 00'.l (..) Plaza Dr 7 (13) 1 (2) 1 (4) d, Ql ~ 8 :o'ai Marron Rd 13 (11) 4 (4) 15 (8) 4 8 (18) (15) .i t J 0 -' ~ t 8 10 (27) (13) Cumulative Project: Sky Haven Condos No Scale 2 (10) Lake Blvd ~ l.. 6 (5) -5 (5) ' 4 (4) ~ 2 d, Ql ~ (7) 8 :o'ai ■ IISIRliH68dR/I, /RC. Traffic IIRII Tl'aRSJJ6flllll6H 21 Children's Paradise Day Care Draft TIA October 30, 2020 C: C C C -- -- -- - -- - - 3.1 bistina + Cumulative candilians This scenario analyzes the addition of cumulative project traffic onto the existing traffic for AM, PM, and daily conditions. The peak hour intersection volumes and daily traffic volumes for this scenario are shown in Figure 9. The LOS calculated for the intersections is shown in Table 12. Left turning queues where the project is forecasted to add traffic are shown in Table 13. The segment LOS is shown in Table 14. Intersection calculations are included in Appendix I. TABLE 12: EXISTING + CUMUIATIVE INTERSECTION LEVEL OF SERVICE Intersection and Movement Peak Existing + Cumulative (Analysis) 1 Hour Delay2 LOS3 1) College 81'.(j at All AM 18. 4 B SR-78 EB Ramp (S) All AM 23.3 C 2) College 81\(j at All AM 21.9 C Haymar Dr (S) All PM 37.5 D 3) College 81\(j at All AM 27.2 C Marron Rd (S) All PM 35.1 D Notes: 1) Intersection Analysis -(S) Signalized. 2) Delay -HCM A1erage Control Delay in seconds. 3) LOS: Le1el of Ser.ice. TABLE 13: EXISTING + CUMUIATIVE + PROJECT INTERSECTION LER TURN QUEUES Intersection Existing + Cumulative 95th % Queue (ft) AM PM College Blvd/Marron Rd NB Dual LT Queue (ft) 54 129 Available Storage (ft) 170 170 Difference (ft) 116 41 EB Dual LT Queue (ft) 104 331 Available Storage (ft) 365 365 Difference (ft) 261 34 Notes: Available storage = striped left turn bay that does NOT include the additional storage as part of the transition taper. Queue lengths (fl) from Synchro output 95th percentile (Synchro output in Appendix). NB=Northbound. TABLE 14: EXISTING+ CUMUIATIVE ABT VOWMES AND LML OF SERVICE Current Classification (as built) Existing + Cumulative Daily College Blvd Plaza Blvd to Marron Rd Marron Rd 4 Lane Major (4D) LOSE Capacity 50,000 Daily Volume VIC LOS 35,810 0.716 C lrrrnediately West of College Blvd 4 Lane Major (4D) 40,000 22,334 0.558 C Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio. Under Existing+ Cumulative conditions, the study intersections and segments were calculated to operate at LOS D or better. ■ LIS llllillllllrill/1, I/IC. 11'118/C IIHII 11'11116/lllnllllllll 22 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C C C ,... - -- --- --------- ---- Figure 9: Existing + Cumulative Valumes Vista Way ..... ... LEGEND xx (YY) z:zzz. G) AM peak hour \Olumes at intersections PM peak hour \Olumes at intersections ADT 10lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits City of Carlsbad SR-78 EB 1564 Haymar 120 1124 556 (1633) (118) (1263) (649) Off-Ramp Dr t 589 (627) j 0 97 57 239 (391) y 16 t = Ql "'S? 901 (1775) 8 5l'ai ■ LIS llllilllllJd/11, Inc. Tri/Hie a11111r1111sp11nau11n (111) (73) (21) ~ t ~ j 0 ,l_ --' f" ~ t ~ 32 583 231 (32) (1214) (409) 23 Ql jfj om (.) Plaza Dr 222 (448) 12 (12) 124 (191) = Ql "'S? 8 5l'ai Lake BM:l 11/arron 236 Rd (494) ~ 199 (524) j 46 (176)-+- 147 (217) y ~ 81 (241) No Scale 764 151 (560) (278) Lake Blvd t ~ G) ,l_ 217 (203) -85 (153) f" 249 (197) t ~ 501 134 = Ql ~ (807) (355) 8 5l'ai Children's Paradise Day Care Draft TIA October 30, 2020 ,c C C C C C C C C C -- ,,,.... -- - -- ---- - ---- 3.8 histing + cumulative + Proiect Candmans This scenario analyzes the addition of project traffic onto the existing plus cumulative traffic for AM, PM, and daily conditions. The peak hour intersection volumes and daily traffic volumes for this scenario is shown in Figure 10. The LOS calculated for the intersections is shown in Table 1S. Left turning queues where the project is forecasted to add traffic are shown in Table 16. The segment LOS is shown in Table 17. Intersection calculations are included in Appendix J. TOLE 15: EXISTING + CUMUIATIVE + PROJECT INTERSECTION LEVEL OF SERVICE Intersection and Movement Peak Existing + Cumulative Existing + Cumulative + Project (Analysis) 1 Hour Delay2 LOS3 Delay2 LOS3 Delta4 Effect5 1) College Blvd at All AM 18.4 B 18.5 B 0.1 No SR-78 EB Ramp (S) All AM 23.3 C 23.6 C 0.3 No 2) College Blvd at All AM 21.9 C 22.1 C 0.2 No Haymar Dr (S) All PM 37.5 D 37.8 D 0.3 No 3) College Blvd at All AM 27.2 C 28.2 C NA No Marron Rd (S) All PM 35.1 D 38.9 D 3.8 No Notes: 1) Intersection Analysis -(S) Signalized. 2) Delay-HCM Average Control Delay in seconds. 3) LOS: Level of Service. 4) Delta is the increase in delay from project. 5) Project effect if project traffic exceeds City's threshold. TOLE 16: EXISTING+ CUMUIATIVE + PROJECT INTERSECTION LER TURN QUEUES Intersection College Bl\d/Marron Rd Existing + Cumulative 95th % Queue (ft) AM PM E+C+P 95th % Queue (ft) AM PM Change in 95th % Queue (ft) AM PM NB Dual LT Queue (ft) 54 129 79 159 25 30 Available Storage (ft) 170 170 170 170 Difference (ft) 116 41 91 11 EB Dual LT Queue (ft) 104 331 124 368 20 37 Available Storage (ft) 365 365 365 365 Difference (ft) 261 34 241 -3 Notes: Available storage = striped left turn bay that does NOT include the additional storage as part of the transition taper. Queue lengths (ft) from Synchro output 95th percentile (Synchro output in Appendix). NB=Northbound. TOLE 11: EXISTING + CUMUIATIVE + PROJECT ABT AND LEVEL OF SERVICE Segment Colle e BMl Functional Classification Existing + Cumulative Project Existing + Cumulative + Project LOS E Daily Daily Daily Change Project Capacity Volume V/C LOS Volume Volume V/C LOS in V/C Effect? Plaza BMl to Marron Rd 6 Ln Major Arterial 50,000 35,810 0.716 C 452 36,262 0.725 C 0.009 No Marron Rd Immediately West of College Blw 4 Ln Major Arterial 40,000 22,334 0.558 C 954 23,288 0.582 C 0.024 No Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio. Under Existing + Cumulative + Project conditions, the study intersections and street segments are calculated to operate at LOS D or better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. The addition of project traffic results in a forecasted eastbound left turn bay to exceed the 95th percentile queue by 3 feet at the intersection of College Blvd at Marron Rd. However, the outside dual left turn lane becomes a trap lane along Marron Rd, thus the additional 3 feet of queueing can be accommodated within the trap lane. ■ lllllllill66dlll,IIIC. Trame a11111ra11s1111nau1111 24 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C C C C C C C -- --,,,.... -- ---- - Figure 10: bistinu + Cumuladve + Proiect Volumes Vista Way ... ..... LEGEND xx (YY) Z,ZZZ. G) AM peak hour ,olumes at intersections PM peak hour ,olumes at intersections ADT ,olumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits \ 23,288 ADT City of Oceanside City of Carlsbad 1593 Haymar 120 1163 556 SR-78 EB (118) (1303) (649) (1663) Off-Ramp Dr t 589 (627) j G) 97 57 249 (401) y 16 t :!, Q) ~ 928 8 l6'ai (1803) ■ IISIHliB66dHII, Inc. rramc andTransp•naU•n (111) (73) (21) .J t L. j 0 .l_ --' f" ., t ~ 32 610 243 (32) (1242) (421) 25 Q) j'j om () Plaza Dr 222 (448) 12 (12) 124 (191) :!, ~ ~ 0 -t) CD Lake Bh.d Marron 280 (539) Rd .J 243 (569) j 55 (185) - 175 (247) y ., 109 (271) lliJ No Scale 759 151 (555) (278) Lake Blvd t L. G) .l_ 217 (203) -94 (162) f" 249 (197) t ~ 496 134 :!, Q) -g 8 l6'ai (802) (355) Children's Paradise Day Care Draft TIA October 30, 2020 • • • • • • • • • • • • • • • • • • • • • • • • • • • 4.0 Pedestrian AnalVsis Within Carlsbad, the pedestrian analysis includes a MMLOS for Marron Road between El Saito Flats Rd and the eastern City limits based on the City's criteria of"The analysis of each pedestrian facility will extend in each direction to the nearest intersection or connection point to a multiuse trail or path". Within Oceanside, the pedestrian analysis consists of documenting pedestrian infrastructure available including any opportunities or deficiencies such as path obstructions or missing sidewalk from the project access points extending to the nearest intersection with a classified roadway or to a connection with a Class I path, which for Marron Rd is from the western City limits to College Blvd. The pedestrian study elements are shown in Figure 11 . Figure 11: Pedestrian Study Elements Source: Google Maps LEGEND Sidewalk Assessment Classified Roadways Within Carlsbad, Marron Rd from El Salto Flats Rd to the eastern City limits has a non-contiguous sidewalk on the north side and a non-contiguous decomposed granite path on the southside. The MMLOS is only required for the eastbound direction; however, both directions were analyzed. There is no option for coding a decomposed granite path in the MMLOS analysis, thus a sidewalk was inputted. The pedestrian eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A as shown in Table 18 . Within Oceanside, Marron Rd from the western City limits to College Blvd has non-contiguous sidewalks on both sides of the street. There were no major sidewalk obstructions observed along the study segment of Marron Rd. No sidewalk improvements are proposed on Marron Rd. The existing decomposed granite path along the project frontage will remain . II llSJngln11rln11, Inc. Trame and Transn1na11,n 26 Children's Paradise Day Care Draft TIA October 30, 2020 • • • • • • • • • • • • • • • • TABLE 18: CARLSBAD SIDEWAU( MMlOS Project: Children's Paradise Day Care Segment: Marron Road From El Saito Flats To Oceanside City Limits Scenario:.:.A.:.:11:.._ ___________________________________________ _ meets ADA unobstructed width requirements • Essential Features (Criteria must be met}: Sidewalk width meets minimum width for typology according to the Mobility Element (or S' if unspecified) Sidewalk width exceeds minimum width fortypoloiY Accnslbillty and according t o the Mobility Element (or 6' if unspecified) functionality • Essential Features (Criteria must be met}: Ramps and landing segments meet ADA requirements (cross-slope and trip Sidewalk width meets recommended width fortypology accordin to the Mobility Element (or 8' if unspecified) 3 lanes or less to be crossed without pedestrian refuge On-stA1et parking or bike lane provides 6' or more buffer between pedestrians and vehicle travel way Landscaping 2' to S' wide provides 'buffer' between pedestrians and vehicle travel way Landscaping greater than S' wide provides 'buffer' between StrHt ,:ht,acterlstlcs edestrians and vehicle travel wa Less than 3,000 vehicles per lane per day Speed limit 30 mph or less No apparent sight distance issues at intersections and pedestrian crossings Permanent speed control devices installed on segments Traffic En ineer • Essential Features (Criteria must be met}: Crosswalks are marked according to CA MUTCD guidelines Crosswalk is high visibility (i.e., continental markings per the CA MUTCD) Traffic calming measures that reduce crossing width Crossing characteristics (pedestrian refuge, bulbouts, chokers, right-turn median island) Presence of intersection enhancements for pedestrians (pedestrian-friendly signal phasing, pedestrian countdown heads, signage, etc.) RRFBs at uncontrolled crossings if warranted • Essenti1I EHl!!r•• !Crlterle must I!• met): Street light location5 appear adequate Active building frontages on 80% of street curbline (pedestrian attracting frontages such as actrve storefronts and recreationa Other Elements spaces) Street trees provide shade over more than 50% of sidewalk len h Streetfurniture oriented toward businesses or attractions Pedestrian scale Ii htin ■ LIS ln111n,1rin11, Inc. Tltlmc anti 1111ns111n11u,n 27 10 10 10 5 0 0 10 10 10 10 10 10 10 0 0 10 10 10 5 s 5 5 5 5 10 0 0 5 5 5 s 5 5 s 5 5 5 0 0 10 10 10 s 5 5 10 0 0 10 0 0 5 0 0 10 10 10 5 0 0 5 0 0 5 0 0 0 0 100 100 A A Yes Yes Children's Paradise Day Care Draft TIA October 30, 2020 • • • • • • • • • • • • • • • • • • • • • • • • • 5.0 Bicvcle AnalVsis Within Carlsbad, the bicycle analysis includes a MMLOS for Marron Road between El Sal to Flats Rd and the eastern City limits based on the City's criteria of"All facilities that bicyclists can legally use shall be included in the study area from each project access point extending in each direction of travel to the nearest intersection, dedicated bicycle facility, or connection point to a multiuse trail or path". Within Oceanside, the analysis consists of documenting bicycle infrastructure available including any opportunities or deficiencies such as bike lanes, bike buffers, or bike boxes from the project access points extending in each direction to the nearest intersection with a classified roadway or connection with a Class I path, which for Marron Rd is from the western City limits to College Blvd. The bicycle study elements are shown in Figure 12. Figure 12: Bicvcle StudV Elements Source: Google Maps LEGEND Bicycle Assessment Classified Roadways Within Carlsbad, Marron Rd from El Saito Flats Rd to the eastern City limits has Class 2 bike lanes in each direction. The bicycle eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A as shown in Table 19 . Within Oceanside, Marron Rd from the western City limits to College Blvd has Class 2 bike lanes in each direction. No bike lane improvements are proposed along Marron Rd . ■ llSlng/n11dn1, Inc. Trame and Trans111nat/1n 28 Children's Paradise Day Care Draft TIA October 30, 2020 • • • • • • • • • • • • • • • • • • TABLE 19: CARLSBAD BICYCLE MMLOS Project: Children's Paradise Day Care Segment: Marron Road From El Saito Flats To Oceanside City Limits Scenario:.;.A.;.11'------------------------------------------- Street a.aracterlstlcs Speed limit is 35 mph StrHt with ADT < 3 000 Street with ADT between 3,000 and 6,000 Class I facility (off-strut path), Class IV (cycle track), or multiuse path Class II facility that meets minimum width of 5' (on-street bicycle lanes) faclllt)I Bike lane buffer 2' min is rovided Class Ill facility (bike route designated by signage or paint only Additional traffic calmlnl/spnd manaaement features have bHn a lied to Class Ill facility (i.e. a bike boulevard) Bike way meets or exceeds the Bicycle Master Plan Bike lane (includin& buffer) is at least 8' wide from face of curb Blkeway Design Bicycle facilities with signing and striping meet design uidelines D Good pavement condition for bikeway (no visible potholes) Free of infrastructure that obstructs bike facility (e.g. grates) Bikeways on side streets are consistent with Bicycle Master Connectivity/ Plan alon se ment Contiguity Bike lanes are striped continuously on all approaches to and departures from intersections, without dropping at turn lanes or driveways Adjacent Vehlde No on-street ■rkin ands Hd limit is 25 or 30 m h Parking Back-in angled parking Parallel parkin with door-side buffered bike lane Enhanced bicycle detection or video detection is provided at Other E/lff71ents ■ LIS En11Jn66dn11, Inc. rramc and rransp1nau1n 29 15 0 0 10 0 0 15 0 0 10 10 10 25 0 0 15 15 15 5 0 0 5 0 0 10 0 0 25 25 25 10 0 0 10 10 10 10 10 10 5 5 5 5 5 5 5 5 5 5 5 5 5 0 0 5 0 0 5 0 0 0 0 100 100 A A Children's Paradise Day Care Draft TIA October 30, 2020 • • &.o Transn AnalVsls Within Carlsbad, there are no transit stops within ½ mile walking distance of the project site; however, there is a bus stop located in Oceanside with ½ mile walking distance of the project. Within Oceanside, the transit analysis requires the identification of transit stops or routes existing within ½ mile walking distance of each pedestrian project access point. The transit study elements are shown in Figure 13. Figure 13: Transh StudV Elemems Source: Google Maps LEGEND Bus Route 0 Bus Stop Within Carlsbad, there are no transit stops within ½ mile walking distance of the project site. Since the bus stop located east of the project site in the City of Oceanside, a Carlsbad street typology is not available adjacent to the bus stop location in order to complete the transit MMLOS required inputs. Therefore, a City of Carlsbad MMLOS cannot be calculated for this bus stop. Within Oceanside, the bus stop is located approximately 850 feet east of the project's pedestrian point of access. This bus stop is a terminus stop; thus, it represents both eastbound and westbound travel. The bus stop includes a bench and shelter with both in good condition. No transit improvements are proposed as part of this project. A summary of the service times is shown in Table 20 for weekdays. There is no bus service on Saturdays, Sundays, or holidays. The noted bus schedules are included in Appendix K. TUlE 20: WEEKDAY BUS SERVICE OPERATIONS AND FREQUENCY Weekday (Mon-Fri) Service Operations 7-9 AM Peak 4-6 PM Peak Bus Route Hour Service Hour Service (Off-Peak Service Frequency Range) Frequency Frequency Route 323 == 6:00 AM to== 6:00 PM (== 60 minutes) 60 minutes 60 minutes Notes: Above service times are summanes, thus please refer to the Appendix for exact service details. ■ LIS lllllllllr/111, Ill&. r,,mc anti 111111111,nau,11 30 Children's Paradise Day Care Draft TIA October 30, 2020 --' ---- -- --- -- - 1.0 Conclusion The proposed Children's Paradise Day Care is planned at 3335 Marron Rd in Carlsbad, California. Although the project is located is the City of Carlsbad, project traffic along with pedestrian, bicycle, and transit will use City of Oceanside facilities to reach the project site. Therefore, this analysis incorporates two different sets of study requirements and project effect criteria. The Traffic analysis did not have any vehicular study locations within the City of Carlsbad because the project is not located on and does not add traffic to any City identified Mobility Element Roadways using the City's criteria. The project will add traffic to roadways within the City of Oceanside; therefore, based on Oceanside criteria, the traffic study area included three (3) intersections and two (2) roadway segments. The project trip generation was based on 196 students; however, the project site was previously analyzed with a 30-child day care in the Quarry Creek EIR. Therefore, this analysis based on a 196-child day care is conservative because a credit was not taken for the previously EIR analysis of a 30-child day care on the project site. The project traffic consists of three components: Primary, Diverted, and Pass-by trips. Primary trips are new project trips while Diverted and Pass-by trips are already on the surrounding roadways. This analyzed accounted for all the trips types with a total trip generation of 980 Average Daily Trips (ADT) with 166 AM peak hour trips (83 inbound and 83 outbound) and 176 PM peak hour trips (88 inbound and 88 outbound). A total of four near-by cumulative project were incorporated into this analysis. Four scenarios were analyzed, which included Existing, Existing + Project, Existing + Cumulative, and Existing + Cumulative + Project. Operational findings by scenario are summarized below: 1) Under Existing conditions, the study intersections and segments were calculated to operate at LOS C or better. 2) Under Existing + Project conditions, the study intersections and segments were calculated to operate at LOS D or better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. 3) Under Existing + Cumulative conditions, the study intersections and segments were calculated to operate at LOS Dor better. 4) Under Existing+ Cumulative+ Project conditions, the study intersections and street segments are calculated to operate at LOS Dor better. There are no project traffic effects within the City of Oceanside because the addition of project traffic does not exceed the City of Oceanside thresholds. The addition of project traffic results in a forecasted eastbound left turn bay to exceed the 95th percentile queue by 3 feet at the intersection of College Blvd at Marron Rd. However, the outside dual left turn lane becomes a trap lane along Marron Rd, thus the additional 3 feet of queueing can be accommodated within the trap lane. ■ llSEn1ineerln11, Inc. Traffic 11n// Trllns1111n11u11n 31 Children's Paradise Day Care Draft TIA October 30, 2020 C -------- - - --- ---- ..... The Pedestrian analysis included the assessment of pedestrian facilities along Marron Rd between El Salto Flats Rd and College Blvd. Within Carlsbad, Marron Rd from El Salto Flats Rd to the eastern City limits has a non-contiguous sidewalk on the north side and a non-contiguous decomposed granite path on the southside. The pedestrian eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A Within Oceanside, Marron Rd from the western City limits to College Blvd has non-contiguous sidewalks on both sides of the street. There were no major sidewalk obstructions observed along the study segment of Marron Rd. No sidewalk improvements are proposed on Marron Rd. The existing decomposed granite path along the project frontage will remam. The Bicycle analysis included the assessment of bicycle facilities along Marron Rd between El Salto Flats Rd and College Blvd. Within Carlsbad, Marron Rd from El Salto Flats Rd to the eastern City limits has Class 2 bike lanes in each direction. The bicycle eastbound MMLOS is calculated at LOS A while the westbound MMLOS is calculated at LOS A Within Oceanside, Marron Rd from the western City limits to College Blvd has Class 2 bike lanes in each direction. No bike lane improvements are proposed along Marron Rd. The Transit analysis included an assessment of transit facilities within ½ mile walking distance of the project pedestrian point of access. Within Carlsbad, there are no transit stops within ½ mile walking distance of the project site; however, there is a bus stop located in Oceanside with ½ mile walking distance of the project. A City of Carlsbad MMLOS cannot be calculated because the bus stop is in the City of Oceanside where the adjacent street typology is undefined. Within Oceanside, the bus stop is located approximately 850 feet east of the project's pedestrian point of access. This bus stop is a terminus stop; thus, it represents both eastbound and westbound travel. The bus stop includes a bench and shelter with both in good condition. No transit improvements are proposed as part of this project. As part of the project, the applicant will: 1) Pay for the installation cost ( estimated around $2,000) of a future traffic signal controller as part of the Transportation Demand Management (TDM) strategy as requested by City staff. 2) Provide a Tier 1 TDM Plan under separate cover. ■ Ill I11gi111111ri1111, /DC. rramc a1111 Traos1111rtali1111 ### 32 Children's Paradise Day Care Draft TIA October 30, 2020 C C C C C :C C C C C /c ,,,.... -,,.... --- - - -- ---- -- AppendixA bce11ts from the cnv al Carlsbad Trans1111nati11n 1m11actAnaJnis Guit111lin11s anti Mt1/Jili1Yl/11m11nt Childern's Paradise Day Care TIA Appendix Page 1 of 140 C C C C - - - ---- --- - -----..... --- ( City of Carlsbad CITY OF CARLSBAD TRANSPORTATION IMPACT ANALYSIS GUIDELINES April 2018 Childern's Paradise Day Care TIA Appendix Page 2 of 140 C C C C C C C C C --- -- ,,,... - - --- -- - --- - TRANSPORTATION IMPACT ANALYSIS GUIDELINES (city of Carlsbad --------------------------------------(_,)I If Orn I ii 2. PURPOSE & OBJECTIVES OF TRANSPORTATION IMPACT ANALYSES 2.1 Purpose of Transportation Impact Analyses Transportation Impact Analyses (TIA's) forecast, describe, and analyze the effect a development will have on the existing and future circulation infrastructure for all transportation modes. The purpose of the TIA is to assist engineers and planners in both the development community and public agencies when making land use and other development decisions. A TIA quantifies the changes in traffic levels and translates these changes into transportation system impacts in the vicinity of a project. These findings can then be used to determine project specific improvements or mitigation measures to offset the project's impacts to the transportation system. If certain circumstances are met the General Plan Update allows some street facilities to be exempt from the LOS standard as approved by the City Council. 2.2 Objectives of TIA Guidelines The following guidelines were prepared to assist the City of Carlsbad in promoting consistency and uniformity in TIAs. All Mobility Element roadways, all State routes and freeways (including metered and unmetered ramps), and all pedestrian, bicycle and transit facilities that are impacted should be included in each study. The following Mobility Element Implementing Policies provide direction for the Traffic Impact Analysis Guidelines: • Apply and update the city's multi-modal level of service (MMLOS) methodology and guidelines .... Utilize the MMLOS methodology to evaluate impacts of individual development projects and amendments to the General Plan on the city's transportation system. (Policy 3-P.3} • Implement the city's MM LOS methodology and maintain LOS Dor better for each mode of travel for which the MMLOS standard is applicable ... (Policy 3-P.4) • Require developers to construct or pay their fair share toward improvements for all modes consistent with this Mobility Element, the Growth Management Plan, and specific impacts associated with their development. (Policy 3-P.5) • Utilize transportation demand management strategies, non-automotive enhancements (bicycle, pedestrian, transit, train, trails, and connectivity}, and traffic signal management techniques as long-term transportation solutions and traffic mitigation measures to carry out the Carlsbad Community Vision. (Policy 3-P.8} • Develop and maintain a list of street facilities where specific modes of travel are exempt from the LOS standard {LOS exempt street facilities), as approved by the City Council. For LOS exempt street facilities, the city will not implement improvements to maintain the LOS standard outlined in Policy 3-P.4 if such improvements are beyond what is identified as appropriate at build out of the General Plan ... (Policy 3-P.9) • Require new development that adds vehicle traffic to street facilities that are exempt from the vehicle LOS standard (consistent with Policy 3-P.9) to implement {Policy 3-P-11): Apri/2018 Childern's Paradise Day Care TIA Appendix 5 I Page Page 3 of 140 C: C: C: ,,.... C ,,.... - -- - ---- ---- -- - TRANSPORTATION IMPACT ANALYSIS GUIDELINES -------------------------------------- (city of Carlsbad Transportation demand management strategies that reduce the reliance on single-occupancy automobile and assist in achieving the city's livable streets vision. Transportation systems management strategies that improve traffic signal coordination and improve transit service Caltrans has slightly different LOS objectives for State highway facilities. For example, Caltrans has a target LOS "C" standard for State highway facilities. Caltrans may defer to the lead agency to determine the appropriate target LOS consistent with the following Mobility Element Implementing Policy: • Encourage Ca/trans to identify and construct necessary improvements to improve service levels in Interstate- s and State Route 78. (Policy 3-P. 7} These guidelines are subject to update as future conditions and experience become available. 2.3 Analysis Strategy for Transportation Impact Analysis The General Plan Update (GPU) Mobility Element states that: The transportation system envisioned in the 1994 General Plan has largely been realized, with the majority of the street infrastructure constructed to its ultimate configuration. As the city looks increasingly to infill development rather than outward expansion, the primary transportation issues relate to protecting and enhancing the community's quality of life, as reflected in the core values of the Carlsbad Community Vision. The community's vision includes better pedestrian and bicycle connections between neighborhoods, destinations, and different parts of the community, and a balanced transportation system rather than a singular focus on automobile movement. Increasing regional travel demand leads to more trips using City of Carlsbad roadway facilities that neither originate nor terminate within the City limits (i.e., "cut-through" or "bypass" traffic). The GPU Mobility Element acknowledged that policies aimed at continuing to expand our roadway facilities to meet ever- expanding demand is counterproductive and likely to conflict with competing community values and objectives listed in the city's Climate Action Plan (CAP). Rather, the City of Carlsbad should best manage and maintain the transportation facilities planned for and constructed consistent with the City's General Plan. As noted above, "auto delay will no longer be considered a significant impact under CEQA." Intersection analysis based on auto delay used for planning purposes have been found to produce: recommended mitigation measures that induce traffic and therefore increase congestion recommended mitigation measures that do not directly resolve a project's specific impact questionable nexus studies questionable estimates of reserve capacity very specific, but highly inaccurate results (especially in forecasted scenarios) 2.4 Basis for Limiting Delay-Based Intersection LOS The intersection level of service methodology according to the Highway Capacity Manual involves an evaluation of the average delay experienced by all vehicles using the intersection. The accuracy of these average vehicle delay calculations is directly related to the accuracy of very specific traffic data. This methodology reflects a snapshot in time and is highly appropriate for evaluating intersection geometrics, determining intersection signal timing, or evaluating design alternatives. However, the generalized traffic Apri/2018 Childern's Paradise Day Care TIA Appendix 6 I Page Page 4 of 140 C ,c C C C C C C -- - C - -- -- --- ------ ---- TRANSPORTATION IMPACT ANALYSIS GUIDELINES (city of Carlsbad ------------------------------------- data available for planning level decisions does not provide the precision required for this specific level of service calculation, and may yield unreliable or inconsistent results. That is, it is unrealistic to accurately forecast the numerous variables that are required to calculate level of service based on delay. Variations in input variables, variations in peak hour volumes and other factors can result in fluctuations in intersection level of service from one study to another and across different study scenarios for a given project. The delay-based intersection LOS analysis has a critical limitation; it cannot adequately determine how close traffic volumes are to an operational capacity. The estimate for average delay is related to so many independent variables that it is not designed to determine when an intersection will reach a specific LOS threshold. Specifically, the impact of increased traffic volume depends on what movements are impacted. This means that an intersection experiencing an increase of 10 vehicles turning left at an intersection could result in a failing LOS result, while an increase of 100 vehicles turning right could improve the overall intersection LOS (i.e., the added right turn traffic experiencing below average delay offsets the few vehicles expected to experience above average delay). As noted below, this is the reason why mitigation measures for traffic impacts to signalized intersections often implement improvements to the right turn movements. Using average delay to evaluate transportation impacts to an intersection tends to identify mitigation measures that don't directly address the main cause of congestion. Furthermore, the proposed improvements may not directly correlate to the traffic generated by the specific project. For example, a significant impact is reported for a proposed project because the traffic at an intersection is forecasted to increase the average delay beyond the LOS E threshold. For this example, the direct project impact is identified to be an excessive queue in the westbound left turn lane. However, to reduce the project's impact to less than significant, an improvement is identified for the southbound right turn movement even though it does not have a queuing problem; that is a southbound right-turn overlap improves overall delay but does not address the excessive queue for the westbound left turn movement. Although the overall delay in this example is reported to fall below the level of significance, the proposed project does not include a mitigation measure that directly addresses the project's impact. These are the primary reasons why the Transportation Impact Analysis Guidelines transitioned from the granular detail of the intersection LOS methodology based on the Highway Capacity Manual. The City Traffic Engineer/ City Engineer will retain the discretion to add specific intersections to the study area to be analyzed using a methodology consistent with the latest version of the Highway Capacity Manual. 2.5 New Approach for Evaluating Traffic Impacts These guidelines shift the focus of auto level of service from the subjective nature of intersection delay calculations to an approach evaluating traffic impacts using two methodologies: • a corridor operations analysis based on roadway capacity according to the Highway Capacity Manual and subject to the LOS standard; and • a turning movement needs assessment for intersections. Evaluating corridors allows the City to assess the ability for the existing and future facilities to carry through traffic (i.e., how is the experience of drivers traveling through several intersections along the corridor). The methodology proposed for analyzing corridors includes factors that reflect the Apri/2018 Childern's Paradise Day Care TIA Appendix 7 I Page Page 5 of 140 C - --- -,._ ---- - ----f""l ----,,.. ---- (_ City of __ T_RA_N_S_P_O_R_TA_T_IO_N_IM_PA_C_T_A_N_A_L_YS_IS_G_U_I_D_E_LI_N_ES ______________ Carlsbad ( a I I f o r n I a understanding that signalized intersections tend to be the controlling factor for determining a roadway's capacity. The corridor analysis is focused on identifying the need to add travel lanes necessary to serve the mainline traffic; and a separate evaluation is needed of the capacity of the side streets and turning lanes at intersections along a corridor. To address potential operational and capacity issues at signalized intersections, TIA's will be required to include an analysis ofthe queues for left and right turning movements. The queue analysis will determine if adequate turn lanes and adequate queue storage is provided at the signalized intersections within the project study area. Queues that exceed capacity affect the carrying capacity of the roadway (i.e., automobiles that can't queue up in the turn lane will block the lanes serving through movements and reduce main-line capacity). The queue analysis will determine where new turn lanes are needed and where existing turn pockets may need to be lengthened to improve corridor performance and address potential safety issues. As stated above, transportation impacts related to safety must still be analyzed under CEQA where appropriate. Traffic signal warrants will also need to be conducted for unsignalized intersections in the study area. 2.6 Approach to Mitigating Impacts The corridor LOS analysis coupled with a turning movement needs assessment will identify the appropriate roadway facility improvements needed to be identified in the TIA according to the city's GMP. The City of Carlsbad recognizes that trying to build its way out of congestion is unsustainable and may conflict with objectives in the Climate Action Plan and General Plan. The General Plan allows for exemptions to the levels of service standards when specific criteria are met. Theses exemptions require mitigation measures that rely on management tools that include: a) Transportation Demand Management (TDM)1 strategies that provide goods and services to the public in a way that reduces the demand for auto travel-especially during peak periods; and b) Transportation Systems Management (TSM)2 strategies that improve traffic flow so that people can travel in autos more efficiently without widening roadways. TIAs are expected to include mitigation measures that support TDM objectives to provide viable options to single occupancy vehicle trips and TSM measures that improve the efficiency of the existing roadway system. The General Plan prioritized shifting travel modes away from the single occupancy vehicle to shared mobility choices, such as vanpool, carpool, walking, bicycling and taking transit. These Transportation Impact Analysis Guidelines integrate the new MMLOS methodology that will be used to determine gaps in the existing infrastructure for all modes. It also identifies requirements for mitigating project impacts and providing enhanced and expanded vehicle, bicycle, pedestrian and transit facilities adjacent to the project site. 1 Also known as "Travel Demand Management" and "Traffic Demand Management" 2 Also known as "Traffic Signal Management" and "Traffic Systems Management" Apri/2018 Childern's Paradise Day Care TIA Appendix 8 I Page Page 6 of 140 C C C C C C C C C C C C C ..... -C C ,,,_ -- ,..,.. - C --- --- -- ----- (City of __ T_RA_N_S_P_O_R_TA_T_I_O_N_IM_PA_C_T_A_N_A_L_YS_IS_G_UI_D_E_LI_N_ES ______________ Carlsbad 3. TIA SCOPING REQUIREMENTS Prior to initiating a TIA, a scope of work shall be submitted, reviewed, and approved by City staff. Special situations may call for variation from these guidelines, which will be discussed during the scoping process. When state facilities are included within a project study area, Caltrans and the City of Carlsbad should agree on the specific methods used in TIAs involving any State Route facilities, including metered and unmetered freeway ramps. 3.1 Scoping Agreement Early consultation among the development community, City of Carlsbad, other affected jurisdictions, and Caltrans is required to establish the base input parameters, assumptions, and analysis methodologies for the TIA. A Scoping Agreement with City of Carlsbad shall be filed prior to initiating the Transportation Impact Analysis report (refer to Appendix A of these guidelines). The Scoping Agreement ensures an understanding of the level of detail and the assumptions required for the analysis. Always check with City staff for their concerns prior to preparing the initial Scoping Agreement. For straightforward studies prepared by consultants familiar with these TIA procedures, a telephone call or e-mail may suffice. For consultants unfamiliar with City requirements or for more complex projects, a project initiation meeting is recommended prior to submitting or concurrently with the submittal of the initial Scoping Agreement. 3.2 Facilities to be Included in the Study Area All projects access points and on-site circulation will be identified in the study area. The geographic extent of the study area is described for each mode that is subject to evaluation below. All TIAs shall include a project study map according to Section 3.3 that defines all transportation facilities to be evaluated according to this section. The modes that will be evaluated are based on the street typology for roadways connecting the project to the citywide transportation system and the location of the project. Figure 1 on the following page illustrates the mode analysis required for each Mobility Element roadway in the City of Carlsbad. The extent to which the analysis is conducted is described later in these guidelines. The following outlines the guidelines for determining the geographic area to be examined in the studies: AUTO: INTERSECTIONS: All intersections within 0.25 miles of a project access points serving vehicles will be included in the study area. Additional intersections within 0.25 to 0.5 miles from the project access points may also be added to the study area at the discretion of the City Engineer/ City Traffic Engineer. ROADWAY SEGMENTS: • Non-freeway roadway segments that are subject to Auto MMLOS Criteria and expected to experience an increase in project traffic equal to 50 or more peak-hour trips in either direction of travel. • Freeway Mainline Segments where the project adds 50 or more peak-hour trips in either direction of travel • Freeway Entrance and Exit Ramps where the proposed project will add 20 or more peak-hour trips and/or cause any traffic queues to exceed ramp storage capacities. Apri/2018 Childern's Paradise Day Care TIA Appendix 9 I Page Page 7 of 140 C C C C C C C C C C ,c C 'C: C C C - -- - C -,,,_ --,,.... C - -- --,,.. ---------- TRANSPORTATION IMPACT ANALYSIS GUIDELINES (_ City of Carlsbad -------------------------------------- PEDESTRIAN: • All pedestrian facilities that are directly connected to project access points will be included in the study area • All pedestrian facilities adjacent to the project development site that provide direct pedestrian access to the project site will be included in the study area. • The analysis of each pedestrian facility will extend in each direction to the nearest intersection or connection point to a multiuse trail or path. The study area will extend from the project site (northbound and southbound OR eastbound and westbound) until a Mobility Element Road or Class I trail is reached in each direction. • Pedestrian facilities shall include all existing and proposed sidewalks, crosswalks, signalized pedestrian phases, and ADA-compliant facilities. • Pedestrian analysis need only be conducted for the side of the street where the project is located unless the project is located on both sides of the street, in which case both sides of the street should be studied. • Pedestrian analysis shall be conducted for all roadway segments included in the study area that are subject to the Pedestrian MMLOS standards (see Figure 1). BICYCLE: • All facilities that bicyclists can legally use shall be included in the study area from each project access point extending in each direction of travel to the nearest intersection, dedicated bicycle facility, or connection point to a multi use trail or path. Inventory and evaluation shall include all off-street and on-street bicycle paths, lanes and routes. • Bicycle analysis shall be conducted for both directions of travel ( e.g., both sides of the street) of each facility included in the study area. • Bicycle analysis shall be conducted for roadway segments subject the Bicycle MM LOS standards (see Figure 1). TRANSIT: • All existing transit lines and transit stops within a ½ mile walking distances of the project site shall be included in the study area. • If the roadways within the study area are not subject to Transit MM LOS standards (see Figure 1) no further transit analysis is required. • All transit lines located within a½ mile walking distance of the project site will be analyzed according to the Transit MMLOS • All pedestrian routes linking the project site to a transit line within the¼ mile walking distance boundary. • If no transit lines are provided, but the roadways within the study area are identified as subject to transit MM LOS, the project shall complete the MM LOS worksheet for "No Transit Located within½ Mile Walk from Subject Site or Roadway Segment". • Transportation Demand Management Measures shall be identified for the project, which may include on- demand transit, flex or other measures. Apri/2018 Childern's Paradise Day Care TIA Appendix 10 I Page Page 8 of 140 • • • • • • • • • • • • TRANSPORTATION IMPACT ANALYSIS GUIDELINES ! j .... l I j .. ! .. .,, 1 1 .. ..f J l l l ,., I!! I I I I I I I I I ; I :, l I / I / Figure 1: MM LOS Required Analysis by Mobility Element Roadway April 2018 Childern's Paradise Day Care TIA Appendix -~ = . 0 ,, ' .. ii j ◄ , R 1 .. ;; ~-f◄ (city of Carlsbad Cal1forn1a 11 I Page Page 9 of 140 • • • • • • City at Carlsbad 3.4 Goals and Policies Goals 3-G.1 Keep Carlsbad moving with livable streets that provide a safe, balanced, cost-effective, multi-modal transportation system (vehicles, pedestrians, bikes, transit}, accommodating the mobility needs of all community members, including children, the elderly and the disabled. 3-G.2 Improve connectivity for residents, visitors and businesses. 3-G.3 Provide inviting streetscapes that encourage walking and promote livable streets. 3-G.4 Manage parking to support all modes of transportation and ensure efficient use of land. 3-G.5 Implement transportation demand and traffic signal management techniques to improve mobility. 3-G.6 Protect and enhance the visual, environmental and historical charac- teristics of Carlsbad through sensitive planning and design of scenic transportation corridors. 3-G.7 Provide for the safe and efficient movement of goods throughout the city. Implementing Policies Street Typology and Multimodal Levels of Service 3-P.1 Implement a comprehensive livable streets network. This network, as outlined in Table 3-1 and shown on Figure 3-1, identifies the trans- portation modes that shall be accommodated, based on street typology, to ensure accessibility of the city's street system to persons of all ages and abilities. 3-P.2 Integrate livable streets in all capital improvement projects, where applicable, as well as new development projects. 3-P.3 Apply and update the city's multi-modal level of service (MM LOS) methodology and guidelines that reflect the core values of the Carlsbad Community Vision related to transportation and con- nectivity. Utilize the MM LOS methodology to evaluate impacts of individual development projects and amendments to the General Plan on the city's transportation system . 3-P.4 Implement the city's MM LOS methodology and maintain LOS Dor better for each mode of travel for which the M MLOS standard is applicable, as identified in Table 3-1 and Figure 3-1 . 3-28 Childern's Paradise Day Care TIA Appendix Page 10 of 140 • • • • • • • • • • • • • Require developers to construct or pay their fair share toward improvements for all travel modes consistent with this Mobility Element, the Growth Management Plan, and specific impacts associ- ated with their development. 3-P.6 Require future development projects, which are determined during site-specific environmental review to have a significant impact on freeway facilities (1-5 and SR-78), to implement a freeway traffic mitigation program approved by the city that will avoid, reduce or offset the increase in freeway traffic directly attributable to the proposed project. The mitigation program may include, but is not limited to, payment of a fair share fee to Caltrans for necessary improvements to affected freeway facilities or to NCTD or such other transit agency for improvement of public transit on affected freeways, or such other activities as will avoid, reduce or offset the project's significant impacts on freeway facilities. 3-P.8 Encourage Caltrans to identify and construct necessary improve- ments to improve service levels on lnterstate-5 and State Route 78. Utilize transportation demand management strategies, non-auto- motive enhancements (bicycle, pedestrian, transit, train, trails, and connectivity), and traffic signal management techniques as long-term transportation solutions and traffic mitigation measures to carry out the Carlsbad Community Vision. Develop and maintain a list of street facilities where specified modes of travel are exempt from the LOS standard (LOS exempt street facilities), as approved by the City Council. For LOS exempt street facilities, the city will not implement improvements to maintain the LOS standard outlined in Policy 3-P.4 if such improvements are beyond what is identified as appropriate at build out of the General Plan. In the case of street facilities where the vehicle mode of travel is exempt from the LOS standard, other non-vehicle capacity-build- ing improvements will be required to improve mobility through implementation of transportation demand and transportation system management measures as outlined in Policy 3-P.11, to the extent feasible, and/or to implement the livable streets goals and policies of this Mobility Element. Evaluate the list of exempt street facilities, as part of the Growth Management monitoring program, to determine if such exemptions are still warranted . To exempt the vehicle mode of travel from the LOS standard at a particular street intersection or segment, the intersection or street segment must be identified as built-out by the City Council because: a. acquiring the rights of way is not feasible; or b. the proposed improvements would significantly impact the envi- ronment in an unacceptable way and mitigation would not contribute to the nine core values of the Carlsbad Community Vision; or Childern's Paradise Day Care TIA Appendix General Plan Page 11 of 140 3-29 City_ of Carlsbad c. the proposed improvements would result in unacceptable impacts to other community values or General Plan policies; or d. the proposed improvements would require more than three through travel lanes in each direction. 3-P.10 Allow the following street facilities to be exempt from the vehicle LOS standard identified in Policy 3-P.4, subject to the requirements described in Policy 3-P.9. • La Costa Avenue between lnterstate-5 and El Camino Real • El Camino Real between Palomar Airport Road and La Costa Avenue • Palomar Airport Road between lnterstate-5 and College Boulevard • Palomar Airport Road between El Camino Real and Melrose Drive 3-P.11 Require new development that adds vehicle traffic to street facili- ties that are exempt from the vehicle LOS standard (consistent with 3-P.9) to implement: a. Transportation demand management strategies that reduce the reliance on single-occupant automobile and assist in achieving the city's livable streets vision. b. Transportation system management strategies that improve traffic signal coordination and improve transit service. 3-P.12 Update the Citywide Facilities and Improvements Plan to ensure consistency with the General Plan. This includes updating the cir- culation LOS standards methodologies to reflect a more balanced/ multi-modal approach. 3-P.13 Use public outreach to educate and encourage alternative modes of travel and inform the community about the benefits of participation in new programs, approaches and strategies that support Mobility Element goals and policies. 3-P.14 Require performance measures tied to transportation facilities and services to comply with the Climate Action Plan and other state reg- ulations and policies. Street Design and Connectivity 3-P.15 Evaluate methods and transportation facility improvements to promote biking, walking, safer street crossings, and attractive streetscapes. The City Council shall have the sole discretion to approve any such road diet or vehicle traffic calming improvements that would reduce vehicle capacity to or below a LOS D; this also applies to streets where the vehicle is not subject to the MM LOS standard as specified in Table 3-1 . 3-P.16 Design new streets, and explore funding opportunities for existing streets, to minimize traffic volumes and/or speed, as appropriate, within residential neighborhoods without compromising connec- tivity for emergency first responders, bicycles, and pedestrians consistent with the city's Carlsbad Active Transportation Strat- egies. This should be accomplished through management and 3-30 Childern's Paradise Day Care TIA Appendix Page 12 of 140 implementation of livable streets strategies and such programs like the Carlsbad Residential Traffic Management Plan. 3-P.17 Consider innovative design and program solutions to improve the mobility, efficiency, connectivity, and safety of the transportation system. Innovative design solutions include, but are not limited to, traffic calming devices, roundabouts, traffic circles, curb extensions, separated bicycle infrastructure, pedestrian scramble intersections, high visibility pedestrian treatments and infrastructure, and traffic signal coordination. Innovative program solutions include, but are not limited to, webpages with travel demand and traffic signal management information, car and bike share programs, active transportation campaigns, and intergenerational programs around schools to enhance safe routes to schools. Other innovative solutions include bicycle friendly business districts, electric and solar power energy transportation systems, intelligent transportation systems, semi-or full autonomous vehicles, trams, and shuttles. 3-P.18 Encourage and seek partnerships to foster innovations in emerging technology for transportation mobility to support the city's workforce, residents, and tourists. Integration between communi- cation technology, energy, and transportation mobility should be encouraged. 3-P.19 Encourage Caltrans, SAN DAG, NCTD, and adjacent cities to improve regional connectivity and service consistent with regional planning efforts. This includes expansion of lnterstate-5 with two HOV lanes in each direction, auxiliary lanes, and associated enhancements, a Bus Rapid Transit (BRT) route along Palomar Airport Road, shuttle bus services from COASTER stations, and other enhancements to improve services in the area. 3-P.20 Engage Caltrans, the Public Utilities Commission, transit agencies, the Coastal Commission, and railroad agency(s) regarding opportu- nities for improved connections within the city, including: • Improved connections across the railroad tracks at Chestnut Avenue and other locations • A grade separated rail corridor that includes grade separated street crossings at Grand Avenue, Carlsbad Village Drive, Tamarack Avenue and Cannon Road, as well as new pedestrian and bicycle crossings • Completion and enhancements to the Coastal Rail Trail and/or equivalent trail along the coastline • Improved connectivity along Carlsbad Boulevard for pedestrians and bicyclists, such as a trail • Improved access to the beach and coastal recreational opportunities • Improved crossings for pedestrians across and along Carlsbad Boulevard Childern's Paradise Day Care TIA Appendix General Plan Page 13 of 140 3-31 • • • • • • City oi Carlsbad 3-P.21 Implement connections and improvements identified in this Mobility Element, including those identified in policy 3-P.19, as well as: • Extension of College Boulevard from Cannon Road to El Camino Real • Completion of the Poinsettia Lane connection near El Camino Real (Reach E) • Extension of Camino Junipero to the eastern city boundary • A bicycle/pedestrian trail/pathway connecting the eastern terminus of Marron Road to the east • A bicycle/pedestrian trail/pathway connecting the eastern terminus of Cannon Road to the east, and coordination with adjacent agencies to appropriately link to their facilities 3-P.22 Support pedestrian and bicycle facilities at all lnterstate-5 and State Route 78 interchanges. 3-P.23 Maintain the city's scenic transportation corridors as identified in the Carlsbad Scenic Corridor Guidelines. Pedestrian and Bicycle Movement 3-P.24 Update the pedestrian, trails and bicycle master plans, as necessary, to reflect changes in needs, opportunities and priorities. 3-P.25 Implement the projects recommended in the pedestrian, trails and bicycle master plans through the city's capital improvement program, private development conditions and other appropriate mechanisms. 3-P.26 Identify and implement necessary pedestrian improvements on streets where pedestrians are to be accommodated per Table 3-1, with special emphasis on providing safer access to schools, parks, community and recreation centers, shopping districts, and other appropriate facilities. 3-P.27 Implement the Safe Routes to School and Safe Routes to Transit programs that focus on pedestrian and bicycle safety improvements near local schools and transit stations. Prioritize schools with access from arterial streets for receiving Safe Routes to School projects. 3-P.28 Improve and enhance parking, connectivity, access, and utilization for pedestrians and bicycles to COASTER stations, utility corridors, and open spaces consistent with city planning documents . 3-P.29 Evaluate incorporating pedestrian and bicycle infrastructure within the city as part of any planning or engineering study, private devel- opment, or capital project . 3-P.30 Complete the Carlsbad Active Transportation Strategies to assist in identifying livable street implementation parameters within the city . 3-32 Childern's Paradise Day Care TIA Appendix Page 14 of 140 • • 3-P.31 Engage the community in the policy setting and planning of street, bicycle, pedestrian, transit, and connectivity studies, plans and programs. 3-P.32 Require developers to improve pedestrian and bicycle connectiv- ity consistent with the city's bicycle and pedestrian master plans and trails master planning efforts. In addition, new residential develop- ments should demonstrate that a safe route to school and transit is provided to nearby schools and transit stations within a half mile walking distance. 3-P.33 Work with existing neighborhoods and businesses to improve pedestrian and bicycle connectivity and safety consistent with the city's pedestrian and bicycle master plans and trails master planning efforts. 3-P.34 Actively pursue grant programs such as SANDAG's Active Trans- portation Grant Program and Smart Growth Incentive Program to improve non-automotive connectivity throughout the city. The emphasis of grant-funded projects shall be on implementa- tion, which includes planning documents that guide and prioritize implementation, programs that encourage the use of active trans- portation modes, education for the use of active transportation modes, or physical improvements themselves. Transit 3-P.35 Partner w ith other agencies and/or developers to improve transit connectivity within Carlsbad. As part of a comprehensive transpor- tation demand management (TDM) strategy and/or with transit oriented development (TOD), a shuttle system could be established that connects destinations and employment centers like LEGOLAND, hotels, the Village, McClellan-Palomar Airport, business parks, the COASTER and Breeze transit stations, public activity centers (such as senior centers, city hall, libraries, etc.) and key destinations along the coast. The system could incorporate shuttle service in adjacent cities to maximize connectivity. 3-P.36 Encourage NCTD, SAN DAG and other transit providers to provide accessibility for all modes of travel to the McClellan-Palomar Airport area. 3-P.37 Coordinate with NCTD to improve the quality of bus stop facilities in the city. Parking and Demand Management 3-P.38 Develop flexible on-site vehicle parking requirements. Such requirements will include implementation of innovative parking techniques, implementing effective TDM programs to reduce parking demand, and consideration of other means to efficiently manage parking supply and demand . Childern's Paradise Day Care TIA Appendix General Plan Page 15 of 140 3-33 • • • • City 9i Carlsbad 3-P.39 Require new employment development to provide secure bicycle parking on-site. Major employers should provide shower and changing rooms for employees as appropriate. 3-P.40 Assist Village businesses to manage parking in the Village area to maximize parking efficiency. Any potential parking-related revenues generated in this area should be reinvested into the Village area for implementing livable streets and other parking, pedestrian, and bicycle enhancements, including way-finding signage and main- tenance of associated infrastructure. 3-P.41 Consider supporting new development and existing businesses with various incentives (such as parking standards modifications) for implementing TOM programs that minimize the reliance on single- occupant automotive travel during peak commute hours. Rail and Truck Movement 3-P.42 Identify and update truck routes within the city that provide suf- ficient turning radii and other design attributes to support large vehicles on those facilities. 3-P.43 Coordinate with other agencies and private entities to investi- gate methods of improving service, implementing a quiet zone, and enhancing connectivity and safety along the rail corridor; such as through development of a grade separated rail corridor that includes grade separated street crossings at Grand Avenue, Carlsbad Village Drive, Tamarack Avenue and Cannon Road, as well as new pedestrian and bicycle crossings at Chestnut Avenue, Chinquapin Avenue and the Village and Poinsettia COASTER stations, and other locations. Air Movement 3-P.44 Work with the County of San Diego and other agencies to ensure continued safe and efficient operation of the McClellan-Palomar Airport, consistent with the Carlsbad Community Vision and existing city policy . 3-34 Childern's Paradise Day Care TIA Appendix Page 16 of 140 • • Appendix& Citv of Carlsbad Traffic Scoping Agreement Childern's Paradise Day Care TIA Appendix Page 17 of 140 • • 10/20/2020 Attachment A SCOPING AGREEMENT FOR TRANSPORTATION IMPACT STUDY This letter acknowledges the City of Carlsbad Traffic Engineering Division requirements for transportation impact analysis of the following project. The analysis must follow the latest City of Carlsbad Transportation Study Guidelines dated April 2018. Case No. Project Name: Project Location: DEV2019-0244 Children's Paradise Day Care 3335 Marron Road, Carlsbad Project Description: Day care for up to 196 students ranging in age from approx. 6 weeks to 12 yrs old Related Cases SP No. EIR No. GPA No. CZ No. Consultant Name: Address: Justin Rasas, P.E. LOS Engineering, Inc 11622 El Camino Real, Suite 100 Developer Mr. David Lowen, P.E. 221 Main St San Diego, CA 92130 Telephone: 619-890-1253 Email: Justin@LOSengineering.com A. Trip Generation Source: SANDAG Extended Land Use Extended Zoning Total Daily Trips Community Facilities (CF) Planned Community (P-C) 0ADT Vista, CA 92084-6054 760-822-9347 dhlowen@gmail.com Proposed Land Use Proposed Zoning Forecasted Daily Trips Community Facilities (CF) Planned Community (P-C) 980 Total (274 Primary, 568 diverted, 137 pass-by) Note: The project applicant is required to prepare Transportation Demand Management (TOM) strategies according to the City's Mobility Element criterion 3-P.11 . City staff have requested a Tier 1 TOM plan to be completed as part of the project. (Attach a trip generation table. Describe Trip Reduction Factors proposed and included in the trip generation table) -Please see attached scoping support material. B. Trip Geographic Distribution: Select Zone (Model Series NA) Distribution based on coordination with City staff and input from existing day care operations by client, and surrounding residential neighborhoods as trip productions. (Provide exhibit for detailed trip distribution and assignment) Please see attached scoping support material C. Background Traffic: Phased Project: ~ No D Yes Phases: Please contact the Engineering Division or use the most recently provided data Model/Forecast Methodology: Childern's Paradise Day Care TIA Appendix Page 18 of 140 • • • • • • • 10/20/2020 D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments.) 1. Within Carlsbad: no intersections require signalized intersection analysis. 2. Within Oceanside: College at SR-78 EB Ramp intersection LOS analysis. 3. Within Oceanside: College at Haymar/Plaza intersection LOS analysis. 4. Within Oceanside: Marron at College intersection LOS analysis . 5. 6. E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation and distribution are determined, or comments.) 1. Within Carlsbad: Marron Rd (El Saito Flats to city limits) PED & BIKE LOS. No vehicular LOS required. 2. Within Oceanside: Marron Rd (city limits to College Blvd) Vehicle LOS with PED, BIKE & TRANSIT assessment per Oceanside criteria F. Other Jurisdictional Impacts: 3. Within Oceanside: College Blvd (Haymar/Plaza to Marron/Lake) Vehicle LOS with PED, BIKE & TRANSIT assessment per Oceanside criteria. 4. 5. Is this project within any other Agency's Sphere of Influence or one-mile radius of boundaries? IZI Yes O No If so, name of Jurisdiction: --=C=ity:.,....::o"""f =O;...;::c=e=a'-'-ns=i=de=--------------------- G. Site Plan (Attach a legible 11 'x17' copy) H. Specific issues to be addressed in the Study (in addition to the standard analysis described in the Guideline) (To be filled out by the City Engineering Department) TRANSIT: There are no transit facilities in the City of Carlsbad within a ½ mile walking distance from the project. There are transit facilities in the City of Oceanside within a ½ mile walking distance from the project that will be analyzed based on Oceanside criteria. A map showing the ½ mile walking distance is included in the attached scoping support materials. Recommended by: Justin Rasas, P.E. Consultant's Representative Scoping Agreement Submitted on Scoping Agreement Resubmitted on Recommended by: Jennifer Horodyski, T.E. City of Carlsbad Traffic Engineering Division Childern's Paradise Day Care TIA Appendix 8/17/20 Date 8/27/20 9/15/20, 9/28/20, 10/20/20 10/27/20 Date Page 19 of 140 • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 PROJECT TRIP GENERATION Trip generation was calculated using the San Diego Association of Governments (SAND AG) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. The project traffic consists of three components: Primary, Diverted, and Pass-by trips. For this type of project, Primary traffic is when the parent/guardian will drop of their child(ren) and then return home (this is considered new traffic). Diverted traffic is when a parent/guardian is already on a near-by roadway and diverts to drop off their child(ren) and then continues onto work/other destination. Pass-by traffic can be categorized by a parent/guardian dropping of their child(ren) as they are enroute to work/other destination while already driving on Marron Road or College Blvd. The project is less than ½ mile from College Blvd/Marron Rd/Lake Blvd. The project is also located within the Quarry Creek Master Plan community with up to 656 homes planned (about half of the homes are constructed and occupied), which is a significant and adjacent source for pass-by and diverted traffic. SANDAG's Analysis of Trip Diversion, November 1990 documented the percentages of Pass-by, Diverted, and Primary trips for various land uses. The amount of traffic based on SANDAG's Pass-by, Diverted, and Primary percentages applied to the trip generation is as follows: 1) The project is calculated to generate Primary traffic in the amount of 274 ADT, 46 AM peak hour trips, and 50 PM peak hour trips. 2) The project is calculated to attract Diverted traffic in the amount of 568 ADT, 96 AM peak hour trips, and 102 PM peak hour trips. 3) The project is calculated to attract Pass-by traffic in the amount of 137 ADT, 24 AM peak hour trips, and 24 PM peak hour trips. As shown in Table 1, the project is calculated to generate a total of980 Average Daily Trips (ADT) with 166 AM peak hour trips (83 inbound and 83 outbound) and 176 PM peak hour trips (88 inbound and 88 outbound). Table 1: Project Tri~ Generation Land Use and SANDAG AM Peak Hour PM Peak Hour Tri~ Rates Rates & Size Dai!}'. IN OUT Total IN OUT Total Total Tri12 Generation Split Split SANDAG Rates: 5.0 /Student 0.5 0.5 17% 0.5 0.5 18% Dal Care Center (# of students} Size: 196 Students TriQs: 980 83 83 166 88 88 176 Primarl (SANDAG 28%} 274 23 23 46 25 25 50 Diverted {SANDAG 58%} 568 48 48 96 51 51 102 Pass-bl {SANDAG 14%} 137 12 12 24 12 12 24 Source: SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. Rounding may result in~ 1 to above numbers The following pages shows the individual distribution and assignment of Primary, Diverted, Pass-by, and Total trips . Childern's Paradise Day Care TIA Appendix 3 Page 20 of 140 • • • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Primary Trip Distribution and Assignment Primary trips are between the origin (home), destination (day care), and then return to the origin (home). These trips typically represent parents/guardians working from home. Because the project is considered local serving, the primary trips are on the surface street. SR-78 trips are accounted for under the Diverted category. City of Carlsbad -(2) -+-1 (2) On Marron Rd 0 9 0 0 0 Vista Way () (10) () Vista Way () 0 ..I t ~ ..I t 0 () J G) l.. 0 0 0 () J G) 0 () --0 0 0 () -0 () ' 'f 0 0 0 () ' +i t ~ :!, Q) ~ +i t 0 9 0 0 0 0 (10) 0 8 al'ai () 0 Haymar 0 9 0 Plaza Plaza 0 0 Dr 0 (10) () Dr Dr 0 0 ..I t ~ .J t 0 0 J G) l.. 0 () 0 0 J G) 0 0 --0 () 0 () -0 () ' 'f 0 () 0 0 ' +i t ~ :/, Q)~ +i t 0 9 0 0 0 () (10) 0 8 al'ai 0 0 Childern's Paradise Day Care TIA Appendix 4 Vista Way 0 () ~ l.. -'f ~ 0 () 0 0 ~ l.. -'f ~ 0 0 110 ADT Q) ~~ oro 0 0 0 0 "' 0 0 0 a. f';--CD E ~~~ "' a. ";-co E O::UJ"' U) 0:: 0 () 0 () 0 0 Lake Blvd No Scale LEGEND xx (YY) z;zzz 0 SR-78 EB Ramp 0 () 0 () Marron Rd 9 (10) 4 (4) 9 (10) AM peak hour 1<Jlumes at intersections PM peak hour 1<Jlumes at intersections ADT l<llumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 9 (10) t J G) ' t 9 :!, Q) ~ (10) 8 al'ai 9 0 0 (10) 0 0 Lake Blvd .J t ~ J G) l.. 0 () --4 (4) ' 'f 0 () +i t ~ :/, Q)~ 9 0 0 (10) 0 0 8 al'ai Page 21 of 140 • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 1 of 6) The following Diverted distribution of 20% accounts for westbound trips on SR-78 that exit the freeway and divert to the day care and then resumed westbound travel on SR-78. City of Carlsbad 0 0 0 0 0 Vista Way () () () Vista Way () () .J t ~ .J t 0 () _j. G) l.. 0 () 0 () _j. G) 0 () --0 0 0 () -0 () ' 'f 10 (10) 10 (10) ' .., t ~ ...!. Ql ~ .., t 0 0 10 8 5l'ai 10 0 () () (10) (10) () Haymar 0 10 0 Plaza Plaza 0 0 Dr () (10) () Dr Dr 0 () .J t ~ .J t 0 () _j. G) l.. 0 () 0 () _j. G) 0 () --0 () 0 () -0 () ' 'f 0 0 0 () ' .., t ~ :!, Ql ~ .., t 0 10 0 8 5l'ai 0 0 () (10) () () () Childern's Paradise Day Care TIA Appendix 5 0 +-ADT Q) ~j om (.) 0 () ~ l.. 0 -0 'f 0 ~ () () () 0 () 0 IX) C. () ";-co E 0:: w "' ~ en 0:: l.. 0 () -0 () 'f 0 () ~ 0 () a; §o .c I- Lake Blvd No Scale LEGEND xx (YY) z,m. (v SR-78 EB Ramp AM peak hour \Olumes at intersections PM peak hour \Olumes at intersections ADT \Olumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 10 (10) 0 () _j. t 0 0 () ' t 10 :!, Ql ~ (10) 8 5l'ai IVerron 10 (10) Rd .J 10 (10) _j. 0 0 -0 () ' .., 0 () 0 0 () () Lake Blvd t ~ G) l__ 0 () -0 () 'f 0 () t ~ :!, Ql ~ 0 0 () () 8 5l'ai Page 22 of 140 • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 2 of 6) The following Diverted distribution of 20% accounts for eastbound trips on SR-78 that exit the freeway and divert to the day care and then resumed eastbound travel on SR-78. City of Carlsbad 0 0 0 0 0 Vista Way () () () Vista Way () () .i t t.. .i t 0 () J G) l.. 0 () 0 () J G) 0 () --0 () 0 () -0 () ' f" 0 () 0 () ' ., t ~ :!, (I)~ ., t 0 0 0 0 0 () () () 8 g,iii () () Haymar 0 10 0 Plaza Plaza 0 0 (10) () Dr () () Dr Dr () .i t t.. .i t 0 () J 0 l.. 0 0 10 (10) J G) 0 () --0 () 0 () -0 () ' f" 0 () 0 () ' ., t ~ :le (I)~ ., t 0 0 10 8 5l'ai 0 0 () () (10) () () Childern's Paradise Day Care TIA Appendix 6 0 () t.. l.. -f" ~ 0 () 0 () t.. l.. -f" ~ 0 () 0 -+-ADT 0 0 0 co () () () a. ";-al E Bis: & co a. t-;-al E ll:'.W rn CJ) ll:'. 0 () 0 () 0 () cii §o .s::: I- Lake BM:! No Scale LEGEND xx (YY) Z,ZZZ (v SR-78 EB Ramp 0 () 10 (10) Marron Rd 10 (10) 0 () 0 () AM peak hour wlumes at intersections PM peak hour wlumes at intersections ADT wlumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 0 () t J G) ' t 0 :!, (I)~ () 8 g,iii 10 0 0 (10) () 0 Lake Blvd .i t t.. J 0 l.. 0 0 --0 () ' f" 0 0 ., t ~ ...!. Q) -0 0 0 0 8 lil'ffi () () 0 Page 23 of 140 • • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 3 of 6) The following Diverted distribution is from 10% traveling from the north down to the project site then 5% eastbound on SR-78 and 5% westbound SR-78. City of Carlsbad 0 5 0 0 0 Vista Way () (5) () Vista Way () () ..i + L. ..i + 0 0 J G) l.. 0 () 0 () J G) 0 () --0 () 0 () -0 () .,. ' 0 () 3 (3) .,. ., t ~ ~ QJ ~ ., t 0 0 3 0 0 () 0 (3) 8 g, a:, () () Haymar 0 5 0 Plaza Plaza 0 0 () (5) () Dr Dr Dr () () ..i + L. ..i + 0 0 J G) l.. 0 () 2 (2) J 0 0 () --0 () 0 () -0 () .,. ' 0 () 0 () .,. ., t ~ ~ QJ ~ ., t 0 3 2 0 0 () (3) (2) 8 5l'a5 () () Childern's Paradise Day Care TIA Appendix 7 Vista Way 0 -ADT 0 () L. l.. 0 () -0 () ' 0 () ~ CX) a. 0 ";-ai E () ffi s: & 0 CX) a. ";-a:, E () Cl'. LU OJ L. en a:: l.. 0 () -0 () ' 0 () ~ 0 () ai "O ~ §o .c I- Lake Blvd No Scale LEGEND xx (YY) z.m. G) SR-78 EB Ramp 0 0 0 0 l\farron Rd 5 (5) 0 0 0 () AM peak hour 1.0lumes at intersections PM peak hour 1.0lumes at intersections ADT 1.0lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 5 (5) + J 0 .,. t 3 ~ QJ ~ (3) 8 5l'a5 5 0 0 (5) () 0 Lake Blvd ..i + L. J G) l.. 0 () --0 () .,. ' 0 () ., t ~ 0 0 0 ...L Q) "C () () 0 8 g,~ Page 24 of 140 CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 4 of 6) The following Diverted distribution is from 10% traveling from the north down to the project site returning to the north to a previous destination north of SR-78 (i.e. diverted from roadways north of SR- 78). City of Carlsbad 0 5 0 0 0 Vista Way () (5) () Vista Way 0 () .J t I+-.J t 0 () _j 0 -l. 0 0 0 () _j 0 0 () --0 () 0 () -0 () ' f" 0 () 0 () ' ~ t ~ ...!.. Cl> "O ~ t 0 5 0 8 icl5 0 0 () (5) () () () Haymar 0 5 0 Plaza Plaza 0 0 () (5) () Dr Dr Dr 0 () .J t I+-.J t 0 0 _j G) -l. 0 () 0 () _j G) 0 () --0 () 0 () -0 () ' f" 0 () 0 () ' ~ t ~ :!, Q) ~ ~ t 0 5 0 0 0 () (5) () 8 lil'oo 0 () Childern's Paradise Day Care TIA Appendix 8 Vista Way 0 () I+- -l. -f" ~ 0 () 0 () I+- -l. -f" ~ 0 () 0 -ADT QJ ~~ oCO 0 0 0 0 CX) () () () a. "; OJ E ffi~~ CX) a. "; OJ E Cl'.'. UJ"' en a:: 0 () 0 () 0 () ii; §o .c I- Lake Blvd No Scale LEGEND xx (YY) Z,ZZZ. (v SR-78 EB Ramp 0 0 0 () l'larron Rd 5 (5) 0 () 0 0 AM peak hour wlumes at intersections PM peak hour wlumes at intersections ADT wlumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 5 (5) t _j 0 ' t 5 :!, Q) ~ (5) 8 fil'oo 5 0 0 (5) () () Lake Blvd .J t I+- _j 0 -l. 0 () --0 () ' f" 0 () ~ t ~ 0 0 0 :!, Q) ~ () () 0 8 lil'oo Page 25 of 140 CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 5 of 6) The following Diverted 30% distribution from areas south of the Day Care, that then return south to original trip destination (i.e. diverted from roadways south of the Marron Rd). City of Carlsbad 0 0 0 0 0 Vista Way () 0 () Vista Way () () ..I t t. ..I t 0 () __j. 0 l. 0 () 0 () __j. G) 0 () --0 () 0 () -0 () ' ' 0 () 0 () ' ., t ~ ....!.. QJU ., t 0 0 0 8 5P~ 0 0 () () () () () Haymar 0 0 0 Plaza Plaza 0 0 () () () () () Dr Dr Dr ..I t t. ..I t 0 () __j. G) l. 0 () 0 () __j. G) 0 () --0 () 0 () -0 () ' ' 0 () 0 () ' ., t ~ :le Q) ~ ., t 0 0 0 0 0 () 0 () 8 5l'ai 0 () Childern's Paradise Day Care TIA Appendix 9 Vista Way 30% 0 () t. l. 0 () -0 () ' 0 () ~ co a. 0 ";-al E () ffi~& 0 co a. () ";-al E C:::UJ Ill t. en a:: l. 0 () -0 () ' 0 () ~ 0 () a; §o .c I- Lake Blvd No Scale LEGEND xx (YY) Z,ZZZ (v SR-78 EB Ramp 0 0 0 () Marron Rd 0 () 0 () 14 (15) AM peak hour 1,0lumes at intersections PM peak hour 1,0lumes at intersections ADT 1,0lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 0 () t __j. 0 ' t 0 :le Q)~ () 8 5l'ai 0 0 0 () () () Lake Blvd ..I t t. __j. G) l. 0 0 --0 () ' ' 0 () ., t ~ 14 0 0 ....!.. (1) u (15) () 0 8 5P~ Page 26 of 140 • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Diverted Trip Distribution and Assignment (Diverted Part 6 of 6) The following Diverted distribution of 10% originated from areas east of the project, then returned east to previous final destination. 0 Vista Way 0 .J O O .J O O - O O f ~ 0 0 0 0 Haymar Dr .J 0 _j 0 0 0 0 - 0 ' ~ 0 0 0 0 t 0 t 0 0 0 0 t G) t 0 0 0 0 t. l.. 0 0 0 0 0 t. 0 0 Plaza Dr l.. 0 -0 0 0 0 Childern's Paradise Day Care TIA Appendix City of Carlsbad Vista Way O 0 O 0 O 0 0 0 0 Plaza Dr 0 0 0 0 0 .J _j ' ~ 0 (} 0 0 .J _j 0 0 t G) t 0 0 0 0 t G) t 0 0 10 0 0 0 -ADT Q) ~j oCO (.) t. l.. 0 a:, a. 0 ~ffi ~ I. en o:: l.. O 0 -O 0 f" O 0 ~ 0 0 No Scale LEGEND xx (YY) Z,ZZZ. G) AM peak hour 10lumes at intersections PM peak hour \Olumes at intersections ADT \Olumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits SR-78 EB Ramp 0 () _j 0 () ' 0 0 11/arron Rd 0 5 0 .J () _j (5) - () ' ~ 0 () 0 0 t G) t 0 () 0 0 t 0 t 0 () 0 (} Lake Blvd t. l.. 0 -5 Page 27 of 140 • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Pass-By Trip Distribution and Assignment Pass-by trips are already on Marron Rd (10%) or College Blvd (less than ½ mile from project site) that will turn into the site and then resume traveling to the original destination. The pass-by trips are already on College Blvd, thus there are no new trips and the ADT is zero on College Blvd . -(2) -1 (2) On Marron Rd 0 0 0 Vista Way () () () .I t I+ 0 0 J 0 L 0 () 0 0 () --0 () 0 0 () ' ' 0 () 0 ~ t ~ ...!.. Q) ~ 0 0 0 () () () ~ al'ai Haymar 0 0 0 Plaza Dr () () () Dr .I t I+ 0 0 J 0 L 0 () 0 0 0 --0 0 0 0 () ' ' 0 () 0 ~ t ~ :!, Q) ~ 0 0 0 () 0 () 8 al'ai Childern's Paradise Day Care TIA Appendix Vista Way Lake BM:l LEGEND xx (YY) z,m No Scale City of Carlsbad (v AM peak hour wlumes at intersections PM peak hour wlumes at intersections ADT llllumes shown along segments Intersection Reference Number to LOS Tables Vista Way () () () Plaza Dr () () () Existing Roadways City Jurisdiction Limits 0 0 0 0 () () () SR-78 EB () .I t I+ Ramp t J G) L 0 () 0 () J G) --0 () ' ' 0 () 0 () ' ~ t ~ ex, C. t 0 0 0 ";-<D E 0 :!, Q) ~ () () () e; ~ ~ () 8 al'ai 0 0 0 ex, C. fv'erron 5 -5 0 ";-'° E () () () o::w I'll Rd (5) -(5) () Lake Blvd .I t I+ (/) 0:: .I t I+ J G) L 0 () 5 (5) J G) L 0 0 --0 () 0 0 --0 () ' ' 0 () 5 (5) ' ' 0 () ~ t ~ ~ t ~ :!, Q)~ 0 0 0 / 5 -5 0 0 () () (5) -(5) 0 8 al'ai / Pass-by Trips are already on College Blvd that are under 1/2 mile from project that will detour to site then return to original travel pattern. Hence, the shifting of through trips to the turn bays and their return to original travel pattern as shown on the west approach leg. 11 Page 28 of 140 • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 TOTAL PROJECT TRIPS (Primary+ Diverted+ Pass-by) Vista Way 0 19 0 0 0 0 Vista Way () (20) () () () () .i t ~ Vista Way .i t ~ 0 () _j G) l.. 0 () 0 () _j G) l.. 0 () 0 () --0 () 0 () --0 () 0 () l' f" 10 (10) 13 (13) l' f" 0 () ~ t ~ d a,~ ~ t ~ 0:, a. 0 14 13 10 0 0 I';-al E () (15) (13) 8 :il'ai (10) () () Bi~ 8! Haymar 0 38 0 Plaza Plaza 0 0 0 0:, a. I';-al E Dr () (40) () Dr Dr () () () ll'.W Ill .i t ~ .i t ~ CJ') ll'. 0 () _j @ l.. 0 () 12 (12) _j G) l.. 0 () 0 () --0 () 0 () --0 () 0 () l' f" 0 () 0 () l' f" 0 () ~ t ~ d a,~ ~ t ~ 0 27 12 0 0 0 () (28) (12) 8 :il'ai () () () ai §o .s:::: I- Lake Blvd No Scale LEGEND xx (YY) z;zzz ~ AM peak hour 1,0lumes at intersections PM peak hour 1,0lumes at intersections ADT 1,0lumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits BOLD indicates study intersections and segments 29 SR-78 EB (30) Ramp t 0 0 _j @ 10 (10) l' t 27 ...!. Q)~ (28) ~ :il'ai 11/arron 44 -5 0 Lake Blvd Rd (45) -(5) () .i t ~ 44 (45) _j G) l.. 0 () 9 (9) --9 (9) 28 (30) l' f" 0 () ~ t ~ d a,~ 28 -5 0 (30) -(5) () 8 :il'ai The LOS operations study area (based on coordination with Carlsbad and Oceanside engineering staff and shown in bold above) will include intersections #3, #4, #6 along with the segments of Marron Rd (City limits to College Blvd/Marron Rd/Lake Blvd) and College Blvd (Haymar/ Plaza to Marron/Lake) . Project adds or shifts less than 50 peak hour trips to intersections on College Blvd south of Marron Rd . Furthermore, there are no Carlsbad intersections on College Blvd that are within½ mile of the project. Childern's Paradise Day Care TIA Appendix 12 Page 29 of 140 • • • • • • CHILDREN'S PARADISE TRAFFIC SCOPING AGREEMENT SUPPORT MATERIAL LOS Engineering, Inc. 10/20/2020 Transit Facilities (within½ mile) As shown below, there are no transit facilities located within the City of Carlsbad within a½ mile walking distance from the project site. Childern's Paradise Day Care TIA Appendix City of Oceanside City of Carlsbad 13 Vista Way 0.5 mile extent from project access LEGEND No Scale 0.5 Mile Extent from Project Access B Bus Stop Page 30 of 140 0.5% ~ MASONRY RETAINING 1ER SDRSD C-3 f'S= 137 .65 RM DRAIN PROFILE EET 3 YARD AREA 8660 S.F. ~ • I PJrH oJ TR PARKING AREA = 15620.4 S.F. ~() ,1:>'?,J:K TC= 138 n~~ ~- S=138: I ' ' i ,q ·~ I i §:,! I !l,I ~,, ;"~1 TC=138.53 S=138.03 ~, I{) d ~ ~· HC l'-'~1 HC ~ ' ., I d TC=159.22 ~ TC=139.35 S= 1 38. 72 FS= Lla85 147 PARKING SPACES W/4 HC ONLY ~, HC • 0.5% -- ~::::;77777::77 ~%,tLm;;~;:;;;;;J;ija PC;:erEWALK :~;·=~m:iiW~ -4 SCO SJA 0+81.04, I.E.=131.44 ,, ,7,,j,77 , J),777')'1/77 ~;77r --,~ : 4" SCO STA 1+81.04, 1.E.=133.44 :Y SPLASH WALL (TYP AIL "A= \ 4" SCO STA 2+81.04, 1.E.=13! ~PRESCHOOL BLDG - ET (TYP) PAD = 140.0 F.F. = 140.7 BLDG AREA = 11930 S.F. --SEE STORM DRAIN PROFILE SD1, SHEET 3 ==iiij===== -~i ===== =·---==== C> • • • • • AppendixC Excemts from the cnv of Oceanside Traffic JmpactAnalYSis Guid11Jin11s tor V11hic/11 Mil/JS TtaVIJIIJd IVMD and lllvtJI of SllrviCIJ Ass11ssm11nt August 2020 Childern's Paradise Day Care TIA Appendix Page 32 of 140 City of Oceanside Traffic Impact Analysis Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment o e oo e, August 2020 Final Version • • • •• Figure 8-1 Project Study Requirements • Located in a low VMT area (consult SANOAG Screening Maps) 14---CEQA SB 743 VMT Documentation ____ ,,-PROJECT STUDY REQUIREMENTS City Documentation • Project considered screened out per Table 2 YES No Transportation VMT CEQA Analysis Required NO • Consistent with General Pl1n > 1,000 ADT • Inconsistent with General Plan > 500 AOT • Roadway widening to add additional through lanes • Commercial/Office over 50,000 sq ft • Regionally serving commercial or industrial • Located in hieh VMT area (consult SANDAG Screening Maps) N YESl Mitiption Required S.e Miti&•tion MH,ures & Consult City Staff local Transportation Assessment • Consistent with adopted General Plan & generates over 200 AOT but less than 1,000 AOT. • Inconsistent with adopted General Plan & generates over 200 ADT but less than 500 ADT. No Local Transportation Assessment Required ♦l '_j No Improvements Needed OR- Consuk Adopt•d Circulation Uement & City Staff • •••••• n OCEANSI0[ ~-"··r·~ ..... • Consistent with adopted General Plan & generates over 1,000 AOT, • Inconsistent with adopted General Plan & generates over 500 ADT. ~N YESl No local Transportation Study Required ♦ . No Improvements Needed Consult Adopted Circulatk>n Uem,nt & Crty Staff "' Projects are not confined to what is listed above and will need to be coordinated with City Staff to determine study requirements for developments not listed. This nowchart is a generalization, it is up to the City's discretion to determine if additional analyses will be required and if potential mitigation or improvements are acceptable. Childern's Paradise Day Care TIA Appendix 11 I Page Page 34 of 140 C C C C C C: ----- - -- ----- --- -- n OCEAHSIDF 11.0 LOCAL TRANSPORTATION STUDY AND LOCAL TRANSPORTATION ASSESSMENT GUIDELINES The City of Oceanside utilizes the Institute ofTransportation Engineers (ITE) San Diego Regional Guidelines (May 2019) to establish thresholds and methodology for a Local Transportation Study (LTS). A Local Transportation Study is different from VMT analysis for CEQA purposes and may be required in addition to the VMT analysis or individually. A Local Transportation Study will analyze the projects influence on the surrounding intersections and roadway network utilizing level of service (LOS) for all project scenarios. The purpose of the LTS is to help quantify the local impact of the development and expected changes in transportation conditions. The LTS should include roadway, bicycle, pedestrian, and transit evaluations. The following sections identify the project requirements for a Local Transportation Study. The Local Transportation Study helps the City ensure the goals, objectives, and policies adopted by the City are supported and implemented while monitoring the capacity for the roadway networks. Data should be collected during typical operation hours. Data should be recent and no more than 2 years old for an LTS. The acceptable level of service for the City of Oceanside that is consistent with the adopted Circulation Element is LOS D. Minimum Threshold for Local Transportation Study Based on the recommendations of the Institute of Transportation Engineers (ITE) for the San Diego section, Table 8 indicates when a Local Transportation Study is required for the City. This is based on keeping consistent with the thresholds previously used and SANDAG's Not So Brief Guide (2002) Trip Generation. Projects Consistent with the Adopted General Plan The City's adopted General Plan represents the vision and goals the City has for the community. Projects that support these goals will adhere to the following LTS thresholds identified in Table 8. Table 8 -Threshold for LTS for Projects Consistent with the Adopted General Plan A Local Transportation Study (LTS) will be required if a project exceeds 1,000 ADT and is consistent with the adopted General Plan. Projects Inconsistent with the Adopted General Plan The City's adopted General Plan represents the vision and goals the City has for the community. Projects that are not in support of the General Plan have a lower LTS threshold and will require a General Plan Amendment. The following LTS analysis thresholds for projects that are inconsistent are identified in Table 9. Childern's Paradise Day Care TIA Appendix 20 I Page Page 35 of 140 C C C C C C ,- C ---- --- ----- ------ -- -- - n OCEAMSIDF Table 9-Threshold for LTS for Projects Inconsistent with the Adopted General Plan (1) If ADT is equal to 500 ADT, an LTS is required. A Local Transportation Study (LTS) will be required if a project exceeds 500 ADT and is inconsistent with the adopted General Plan. The thresholds identified in Table 7 and Table 8 stem from the professional expertise and judgement of the ITE San Diego section. These thresholds keep consistent with regional practice and will help ensure developments will not overburden the transportation network. If a project would add peak hour trips to any existing on-or off-ramp it is recommended to consult with the City and Caltrans to determine if an LTS would be required. Study Scenarios The following scenarios are included in an LTS and may be modified in agreement with the City Traffic Engineer. • Existing Conditions • Existing Conditions Plus Project • Existing Conditions Plus Near-Term Cumulative Projects • Existing Conditions Plus Near-Term Cumulative Projects Plus Project • Buildout Conditions (2030) • Buildout Conditions Plus Project Local Transportation Assessment (LTA) A Local Transportation Assessment (LTA) may be required instead of a Local Transportation Study depending on the size of the project. A helps the City monitor development impacts on the transportation network and is similar to a Local Transportation Study(LTS). The main difference between the two studies is a Local Transportation Assessment (LTA) analyzes fewer scenarios than a Local Transportation Study (LTS). A Local Transportation Assessment (LTA) will be required if a project is less than 1,000 ADT but is anticipated to influence the surrounding environment. A Local Transportation Assessment (LTA) will be required to analyze the following scenarios based on the thresholds for identified for the project's ADT. • A project that generates between 200-500 ADT will be required to analyze existing conditions and existing conditions plus project. Childern's Paradise Day Care TIA Appendix 21 I Page Page 36 of 140 C C C c:: C C - - - --- - -------- - - n OCEAN,11>1 • A project that generates between 500-1,000 ADT will be required to analyze existing conditions, existing conditions plus project, existing conditions plus near-term cumulative projects, and existing conditions plus near-term cumulative projects plus project. Transportation Modes to be Included for Discussion in the L TS/LT A Pedestrian: • The LTS/LTA shall include pedestrian infrastructure available including any opportunities or deficiencies such as path obstructions or missing sidewalk for ½ mile walking distance from project pedestrian access points. • All pedestrian facilities directly connected to project access points or adjacent to the project development, extending in each direction to the nearest intersection with a classified roadway or connection with a Class I path • Facilities connecting to transit stops within two blocks of the project • Only facilities on the side of the project or along the walking route to transit stop • Additional geographic areas may be included in certain cases to address special cases such as schools or retail centers Bicycle: • The LTS/LTA shall include a discussion of bicycle infrastructure available including any opportunities or deficiencies such as bike lanes, bike buffers, or bike boxes. This section must also include discussion of what is planned based on City and regional documentation. The extents are as follows: • All roadways adjacent to the project, extending in each direction to the nearest intersection with a classified roadway or with a Class I path • Both directions of travel should be evaluated Transit: • The LTS/LTA shall identify any transit stops or routes existing and planned near the project site. This section shall also include a discussion and evaluation of transit stop amenities within½ mile of each pedestrian access point. Vehicle: All signalized intersections and signalized project driveways shall be analyzed if: • The project will add 50 or more peak hour (final cumulative) trips in either direction All unsignalized intersections and unsignalized project driveways shall be analyzed if: • The project will add 50 or more peak hour (final cumulative) trips in either direction All freeway ramp intersections and signalized project driveways shall be analyzed if: • The project will add 20 or more peak hour (final cumulative) trips in either direction Childern's Paradise Day Care TIA Appendix 221Page Page 37 of 140 - --- - - ----- -- - -- -- -- - - n OCEAMSID[ Intersection Level of Service analysis should be conducted using the Highway Capacity Manual (HCM) Methodology. For signalized intersections, the methodology described in the HCM for signalized intersections is used. With this methodology, the average control delay per vehicle is estimated for each lane group and aggregated for each approach and for the intersection as a whole. The relationship between control delay per vehicle and LOS for signalized intersections is summarized in Table 10. Table 10 -HCM Level of Service Description for Signalized Intersections Level of Description of Traffic Conditions Control Delay Service (sec/veh) A Insignificant delays: no approach phase is fully utilized and no vehicle waits longer ~10 than one red indication B Minimal delays: an occasional approach phase is fully utilized. Drivers begin to feel > 10-20 restricted. C Acceptable delays: major approach phase may become fully utilized. Most drivers > 25-35 feel somewhat restricted. D Tolerable delays: Drivers may wait through more than one red indication. Queues > 35-55 may develop but dissipate rapidly without excessive delays. E Significant delays: Volumes approaching capacity. Vehicles may wait through > 55-80 several cycles and long vehicle queues form upstream. F Excessive delays: Represents conditions at capacity, with extremely long delays. >80 Queues may block upstream intersections. Source: Highway Capacity Manual, Transportation Research Board, 2010. For unsignalized intersections, the methodology described in the HCM for unsignalized intersections is used. With this methodology, LOS is related to the control delay for each stop-controlled movement. The relationship between control delay per vehicle and LOS for unsignalized intersections is summarized in Table 11. Table 11-HCM Level of Service Description for Unsignalized Intersections Level of Service Description of Traffic Conditions A No delay for stop-controlled approaches. B Operations with minor delay. C Operations with moderate delays. D Operations with some delays. E Operations with high delays and long queues. F Operation with extreme congestion, with very high delays and long queues unacceptable to most drivers. Source: Highway Capacity Manual, Transportation Research Board, 2010. Childern's Paradise Day Care TIA Appendix Control Delay (sec/veh) ~10 > 10-15 > 15-25 > 25-35 > 35-50 >50 23 I Page Page 38 of 140 ,,,.... - - ------ - - - - - - - n OCIEAH',IDI Table 12 provides guidance on the levels of ADT that can be accommodated on various types of roadways, based on level of service. Table 12 -Circulation Element Roadway Classification LOS & Capacity Class Lanes Cross Section l1l Level of Service (LOS) A B C D E Expressway 6 102/160 30,000 42,000 60,000 70,000 80,000 122/200 Expressway 4 102/160 25,000 35,000 50,000 55,000 60,000 122/200 Prime Arterial 6 104/124 25,000 35,000 50,000 55,000 60,000 6-Lane Major Arterial 6 104/124 20,000 28,000 40,000 45,000 50,000 5-Lane Major Arterial l2l 5 102/122 17,500 24,500 35,000 40,000 45,000 4-Lane Major Arterial 4 80/100 15,000 21,000 30,000 35,000 40,000 Secondary Collector (4 lanes with 2-way left turn lane) 4 64/84 10,000 14,000 20,000 25,000 30,000 Secondary Collector (4 lanes without 2-way left-turn lane, with 4 54/74,60/80 9,000 13,000 18,000 22,000 25,000 left turn pockets Collector (commercial fronting, 2-2 50/70 5,000 7,000 10,000 13,000 15,000 lanes with 2-way left turn lane) l3l Collector (residential streets in the Circulation Element or industrial 2 40/60, 50/70 4,000 5,500 7,500 9,000 10,000 fronting) Local Street (residential streets 1 36/56,40/60 2,400 ----NOT in the Circulation Element (1) Cross sections are listed as curd-to-curb width/total right of way width, in feet. (2) Vandegrift Boulevard is the only Circulation Element roadway designated as a 5-lane Major Arterial. It is not intended that other roadways be build to 5-lane Major Arterial standards. (3) This capacity will also be assumed for a two-lane one-way collector. Table 13 indicates when a project's effect on the roadway system is considered to justify the need for roadway improvements. That is, if a project's traffic effect causes the values in this table to be exceeded, roadway improvements should be considered as follows on a case by case basis: • Improvements should be consistent with the General Plan • Improvements for transit, bike and pedestrian facilities should be given priority in Transit Priority Areas or Smart Growth Opportunity Areas as identified by SANDAG. • Projects in Transit Priority Areas or Smart Growth Opportunity Areas as identified by SANDAG, that are consistent with the General Plan at the time of project application, should not be denied due to the inability to provide roadway improvements (i.e. existing right of way is constrained, etc.) Childern's Paradise Day Care TIA Appendix 24 I Page Page 39 of 140 ,,,-..._ - ,- --- - -- - -- ---- - - n OCEAM',IDF Table 13 -Determination of the Need for Roadway Improvements Level of Allowable Change Due to Project Effect** Service with Freeways Roadway Segments Intersections Ramp Project* Metering V/C Speed (MPH} V/C Speed (MPH} Delay (Sec.) Delay (Min.) E & F (or ramp meter delays above 0.01 1 0.02 1 2 2 15 min) 12.0 TRANSPORTATION DEMAND MANAGEMENT (TOM) STRATEGIES In general, the goal of City Staff is to help Oceanside increase connectivity and level of comfort for pedestrians, bicyclists, and transit users. Project improvements may come from the City's adopted General Plan or other City policies that help improve the overall quality of life for the community. Table 14 identifies some TDM improvement measures that may be considered for a project. Table 14 -Potential TOM Improvement Measures Potential TDM Measures Transit Facilities Telecommuting Bike Facilities Rideshare Programs Walkability Flex-time Carpool Incentives Parking Cash-Out Subsidized Transit Passes Shuttle Service A measure that is not listed may be considered if the mitigation is appropriately applied and reasonable. Additional improvement measures may be identified as future technologies and policies evolve or with consultation by City Staff. Childern's Paradise Day Care TIA Appendix 25 I Page Page 40 of 140 -,,,_ -.... --- ---- - - ---- -- - ---- AppendilD ExcerPIS trom the Dc11ansid11 G11n11ral Plan Circulation 1111m11111, Sept 2012 Childern's Paradise Day Care TIA Appendix Page 41 of 140 - ----- - -- ------ - OCEANSIDE GENERAL PLAN CIRCULATION ELEMENT UPDATE City of Oceanside, California Prepared for City of Oceanside Transportation Engineering Division 300 North Coast Highway Oceanside, CA 92054 Childern's Paradise Day Care TIA Appendix Pre ared by IBI GROUP 701 B Street, Suite 1810 San Diego, CA 92101 September 2012 Page 42 of 140 • • • • • • • • • • ' \ - PENDLETON MARINE CORPS BASE Freeway Expressway 76 Prime Arterial Major Arterial (6 Lanes) Major Arterial (5 Lanes) Major Arterial (4 Lanes) Secondary Collector Collector Road Interchange Transit Station EB Not to Scale Existing Roadway Classifications Childern's Paradise Day Care TIA Appendix Page 118 BONSALL Figure 3.1 Page 43 of 140 • AppendixE • Growth Factor Calculations, Coum Data, and Signal Timing Sheets • • Childern's Paradise Day Care TIA Appendix Page 44 of 140 • • • • • • • • Growth Factor Calculations for Pandemic Traffic Volume Adjustments Segment volumes trends were compared between 8/21/2018 and 9/23/2020 counts: College Blvd 2018 2020 Change Plaza BM:i to Marron Rd 34,884 31,504 -10.7% The above -10.7% change in volume was the basis for an 11% growth factor for daily traffic counts to estimate a non-pandemic condition. Therefore, year 2020 ADT x 1.11 factor= existing volumes. Intersection volumes trends were compared between 7/23/2019 and 10/7/2020 counts: Loe & Date Total Vol Pk Hr NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR 2) College/Haymar/Plaza 7/23/2019 3,081 AM 23 606 188 563 1196 74 58 31 14 113 16 10/7/2020 2,632 AM 27 478 194 466 949 97 67 42 14 105 9 -17% AM 7/23/2019 4,377 PM (29) (1270) (303) (664) (1220) (87) (79) (59) ( 11) (168) (17) 10/7/2020 4,092 PM (30) (1113) (376) (570) (1143) (91) (94) (64) (20) (175) (9) -7% PM The above reduction was the basis for a growth factor to reflect non-pandemic conditions. AM peak hour of 2020 count x 1.17 factor= existing volumes PM peak hour of 2020 count x 1.07 factor= existing volumes 199 184 (470) (407) Childern's Paradise Day Care TIA Appendix Page 45 of 140 • • • • • • • • • • • • Day: Tuesday Date: 8/21/2018 Prepared by NDS/ATD VOLUME College Blvd Bet. Lake Blvd & Haymar Dr City: Oceanside Project#: CA18_ 4296_013 DAILY TOTALS ~ AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 00:00 47 20 67 12:00 242 325 567 00:lS 23 25 48 12:lS 269 297 566 00:30 16 13 29 12:30 238 358 596 00:4S 13 99 19 77 32 176 12:4S 262 1011 302 1282 564 2293 01:00 12 17 29 13:00 300 284 584 01:15 13 9 22 13:15 266 276 542 01:30 8 11 19 13:30 252 324 576 01:4S 12 45 12 49 24 94 13:4S 257 1075 311 1195 568 2270 02:00 9 6 15 14:00 266 279 545 02:lS 10 3 13 14:15 253 276 529 02:30 7 8 15 14:30 297 338 635 02:45 10 36 11 28 21 64 14:4S 321 1137 315 1208 636 2345 03:00 7 5 12 lS:00 302 331 633 03:15 10 11 21 lS:lS 381 318 699 03:30 9 20 29 lS:30 308 322 630 03:4S 7 33 30 66 37 99 lS:45 354 1345 313 1284 667 2629 04:00 19 16 35 16:00 343 293 636 04:15 21 19 40 16:lS 365 286 651 04:30 25 44 69 16:30 322 330 652 04:4S 26 91 60 139 86 230 16:45 336 1366 278 1187 614 2553 OS:00 36 58 94 17:00 322 326 648 OS:15 50 72 122 17:lS 261 301 562 OS:30 53 143 196 17:30 281 297 578 05:45 85 224 187 460 272 684 17:45 256 1120 264 1188 520 2308 06:00 81 159 240 18:00 290 281 571 06:15 97 208 305 18:lS 301 287 588 06:30 148 275 423 18:30 287 218 505 06:4S 178 504 342 984 520 1488 18:4S 226 1104 236 1022 462 2126 07:00 160 290 450 19:00 206 277 483 07:15 185 318 503 19:15 237 211 448 07:30 206 369 575 19:30 192 216 408 07:4S 223 774 346 1323 569 2097 19:4S 229 864 207 911 436 1775 08:00 178 374 552 20:00 201 218 419 08:lS 226 316 542 20:15 187 192 379 08:30 188 321 509 20:30 165 177 342 08:4S 170 762 290 1301 460 2063 20:4S 140 693 157 744 297 1437 09:00 190 264 454 21:00 132 164 296 09:15 206 252 458 21:lS 132 146 278 09:30 208 247 455 21:30 132 145 277 09:4S 226 830 263 1026 489 1856 21:45 116 512 102 557 218 1069 10:00 213 269 482 22:00 125 104 229 10:lS 211 258 469 22:lS 90 74 164 10:30 207 252 459 22:30 79 81 160 10:4S 254 885 292 1071 546 1956 22:4S 73 367 81 340 154 707 11:00 221 282 503 23:00 78 58 136 11:lS 228 265 493 23:15 57 49 106 11:30 257 309 566 23:30 36 45 81 11:4S 260 966 342 1198 602 2164 23:4S 38 209 40 192 78 401 TOTALS 5249 7722 12971 TOTALS 10803 11110 21913 SPLIT% 40.5% 59.5% 37.2% SPLIT% 49.3% 50.7% 62.8% DAILY TOTALS ~ AM Peak Hour 11:30 07:15 11:45 PM Peak Hour 15:15 14:30 15:15 AM Pk Volume 1028 1407 2331 PM Pk Volume 1386 1302 2632 Pk Hr factor 0.955 0.941 0.968 Pk Hr Factor 0.909 0.963 0.941 7-9Volume 1536 2624 4160 4-6Volume 2486 2375 4861 7 -9 Peak Hour 07:30 07:15 07:30 4 -6 Peak Hour 16:00 16:30 16:15 7 • 9 Pk Volume 833 1407 2238 4 -6 Pk Volume 1366 1235 2565 Pk Hr Factor 0.921 0.941 0.973 Pk Hr Factor 0.936 0.936 0.984 Childern's Paradise Day Care TIA Appendix Page 46 of 140 City of Oceanside College Boulevard 8/ Plaza Drive -Lake Boulevard Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 -,_ I■• ••·-• File Name 001 Site Code: 143-20355 24 Hour Directional Volume Count Date: Northbound Southbound • • • • 9/23/2020 Time 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 3:00 3:15 3:30 3:45 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 6:00 6:15 6:30 6:45 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 9:00 9:15 9:30 9:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Totals Combined Totals ADT AM Peak Hour Volume P.H.F. PM Peak Hour Volume P.H.F. Percentage 15 Minute Totals Morning I Afternoon 22 280 15 312 13 261 11 274 12 292 13 296 5 274 5 281 8 286 4 313 7 313 4 319 6 319 8 332 4 354 6 369 11 338 12 380 13 323 18 381 26 307 35 395 37 324 59 327 66 303 80 285 119 268 141 251 132 273 155 245 171 213 210 173 193 153 185 155 168 125 204 121 188 122 190 90 197 71 224 81 181 67 236 59 229 67 237 47 259 47 228 43 272 28 250 22 4869 10959 15828 1100 AM 1009 0.927 330 1441 0.948 30.8% 69.2% Hourly Totals 15 Minute Totals Morning I Afternoon Morning I Afternoon 19 278 16 287 8 280 61 1127 7 283 8 242 6 292 10 281 35 1143 5 278 7 279 9 271 8 263 23 1231 13 300 13 299 8 273 19 283 24 1374 17 297 10 280 14 295 43 310 54 1422 58 312 54 271 58 311 111 254 157 1353 119 258 104 307 135 290 157 259 406 1107 194 246 201 212 223 246 254 195 668 904 279 149 199 154 234 141 230 122 750 554 239 113 206 106 188 78 209 65 799 364 237 57 220 60 205 53 264 38 883 240 247 40 219 26 247 20 284 13 1009 140 281 13 5896 9780 15676 1100 AM 1031 0.908 PM 430 1204 0.965 37.6% 62.4% Phone: 951_268_~ern's Paradise Day Care TIA Appendix counts@countsunlim ited.com • Hourly Totals Combined Totals Morning I Afternoon Morning I Afternoon so 1128 111 2255 29 1093 64 2236 37 1113 60 2344 57 1152 81 2526 125 1197 179 2619 342 1094 499 2447 590 1102 996 2209 957 802 1625 1706 902 530 1652 1084 840 306 1639 670 936 191 1819 431 1031 72 2040 212 31504 PM Page 47 of 14~ax: 951-268-6267 • • • • • • • • • • Location: N/S: E/W: Oceanside College Boulevard Plaza Drive College Boulevard Northbound NL NT NR 7:00AM 9 109 41 7:15 AM 9 131 45 7:30AM 5 139 47 7:45 AM 5 171 43 8:00 AM 6 135 40 8:15 AM 7 161 58 8:30AM 4 151 48 8:45 AM 5 150 55 TOTAL VOLUMES: so 1147 377 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: Peak Hour: 7:00 AM to 9:00 AM 7:30 AM to 8:30 AM Vehicle Counts College Boulevard Plaza Drive Southbound Eastbound SL ST SR EL ET ER 116 266 26 22 8 2 130 296 20 13 11 3 141 336 11 14 7 6 164 306 21 18 5 3 122 298 20 14 9 1 136 256 22 12 10 4 135 279 20 16 12 2 164 279 17 8 13 5 1108 2316 157 117 75 26 AM Peak Hr Begins at: 730 AM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 23 606 188 563 1196 74 58 31 14 PEAK HR FACTOR:! 0.904 0.933 0.954 Bicycle Counts College Boulevard College Boulevard Plaza Drive Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 7:00AM 0 0 0 0 1 0 0 0 0 7:15 AM 0 0 0 0 3 0 0 0 0 7:30AM 0 1 0 0 0 0 0 0 0 7:45 AM 0 1 0 0 1 0 0 0 0 8:00AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 8:30AM 0 1 1 0 0 0 0 0 0 8:45AM 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 3 1 0 5 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 2 0 0 1 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard Plaza Drive North Leg South Leg East Leg 7:00AM 0 1 0 7:15 AM 0 0 1 7:30AM 0 0 0 7:45AM 0 0 2 8:00AM 0 0 2 8:15 AM 0 0 1 8:30AM 0 0 2 8:45 AM 0 2 2 TOTAL VOLUMES: 0 3 10 North Leg South Leg East Leg PEAK VOLUMES: 0 0 5 Childern's Paradise Day Care TIA Appendix WL 29 20 33 25 19 36 21 25 208 WL 113 WL 0 0 0 0 0 0 0 0 0 WL 0 Date: 7/23/2019 Day: TUESDAY Project# 143-19504 Plaza Drive Westbound WT WR TOTAL 1 30 659 2 40 720 5 49 793 3 56 820 4 43 711 4 51 757 4 46 738 3 43 767 26 358 5965 WT WR TOTAL 16 199 3081 0.901 0.939 Plaza Drive Westbound WT WR TOTAL 0 0 1 0 0 3 0 0 1 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 0 9 WT WR TOTAL 0 0 3 Plaza Drive West Leg TOTAL 0 1 0 1 0 0 0 2 0 2 0 1 1 3 0 4 1 14 West Leg TOTAL 0 5 Page 48 of 140 • • • • Location: N/S: E/W : Oceanside College Boulevard Plaza Drive College Boulevard Northbound NL NT NR 4:00 PM 4 290 71 4:15 PM 2 312 66 4:30 PM 10 308 77 4:45 PM 8 327 83 5:00 PM 6 281 81 5:15 PM 5 354 62 5:30 PM 7 320 58 5:45 PM 2 314 53 TOTAL VOLUMES: 44 2506 551 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: Peak Hour: 4:00 PM to 6:00 PM 4:30 PM to 5:30 PM Vehicle Counts College Boulevard Plaza Drive Southbound Eastbound SL ST SR EL ET ER 172 304 24 21 15 5 183 276 20 15 19 3 203 293 26 12 19 2 151 339 18 19 9 3 173 299 22 15 16 5 137 289 21 33 15 1 137 241 19 24 14 7 140 253 24 15 12 6 1296 2294 174 154 119 32 PM Peak Hr Begins at: 430 PM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 29 1270 303 664 1220 87 79 59 11 PEAK HR FACTOR:! 0.951 0.944 0.760 Bicycle Counts College Boulevard College Boulevard Plaza Drive Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 4:00 PM 0 1 0 0 1 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 4:30 PM 0 1 0 0 0 0 0 0 0 4:45 PM 0 1 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 2 1 0 1 0 0 0 0 5:30 PM 0 1 0 0 0 0 0 0 0 5:45 PM 0 1 0 0 0 0 0 1 0 TOTAL VOLUMES: 0 7 1 0 2 0 0 1 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 4 1 0 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard Plaza Drive North Leg South Leg East Leg 4:00 PM 0 1 4 4:15 PM 0 3 4 4:30 PM 0 0 1 4:45 PM 0 1 2 5:00 PM 0 0 0 5:15 PM 0 1 3 5:30 PM 0 6 4 5:45 PM 0 3 4 TOTAL VOLUMES: 0 15 22 North Leg South Leg East Leg PEAK VOLUMES: 0 2 6 Childern's Paradise Day Care TIA Appendix WL 24 46 34 49 43 42 37 33 308 WL 168 WL 0 0 0 0 0 0 0 0 0 WL 0 Date: 7/23/2019 Day: TUESDAY Project # 143-19504 Plaza Drive Westbound WT WR TOTAL 1 111 1042 4 119 1065 4 132 1120 6 108 1120 3 123 1067 4 107 1070 2 102 968 2 97 951 26 899 8403 WT WR TOTAL 17 470 4377 0.963 0.977 Plaza Drive Westbound WT WR TOTAL 0 0 2 0 0 0 0 0 1 0 0 1 0 0 0 0 0 4 0 0 1 0 0 2 0 0 11 WT WR TOTAL 0 0 6 Plaza Drive West Leg TOTAL 3 8 3 10 0 1 0 3 0 0 0 4 3 13 0 7 9 46 West Leg TOTAL 0 8 Page 49 of 140 • • • • • • Location: N/S: E/W: Oceanside College Boulevard SR-78 EB Off Ramp College Boulevard Northbound NL NT NR 7:00AM 0 140 0 7:15 AM 0 178 0 7:30AM 0 185 0 7:45 AM 0 169 0 8:00AM 0 192 0 8:15 AM 0 181 0 8:30AM 0 205 0 8:45AM 0 209 0 TOTAL VOLUMES: 0 1459 0 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 7:00 AM to 9:00 AM 7:30 AM to 8:30 AM Peak Hour: Vehicle Counts College Boulevard SR-78 EB Off Ramp Southbound Eastbound SL ST SR EL ET ER 0 236 0 89 0 32 0 299 0 105 0 so 0 339 0 118 0 37 0 334 0 119 0 51 0 340 0 123 0 61 0 300 0 102 0 52 0 297 0 92 0 46 0 276 0 116 0 56 0 2421 0 864 0 385 AM Peak Hr Begins at: 730 AM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 727 0 0 1313 0 462 0 201 PEAK HR FACTOR:! 0.947 0.965 0.902 Bicycle Counts College Boulevard College Boulevard SR-78 EB Off Ramp Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 7:00AM 0 0 0 0 0 0 0 0 0 7:15AM 0 0 0 0 0 0 0 0 0 7:30AM 0 0 0 0 1 0 0 0 0 7:45 AM 0 0 0 0 1 0 0 0 0 8:00AM 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 1 0 0 0 0 8:30AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 1 0 0 3 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 0 0 0 3 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard SR-78 EB Off Ramp North Leg South Leg East Leg 7:00AM 0 0 0 7:15 AM 0 0 0 7:30AM 0 0 0 7:45 AM 0 0 0 8:00AM 0 0 0 8:15 AM 0 0 0 8:30AM 0 0 0 8:45AM 0 0 0 TOTAL VOLUMES: 0 0 0 North Leg South Leg East Leg PEAK VOLUMES: 0 0 0 Childern's Paradise Day Care TIA Appendix Date: 10/7 /20 Day: WEDNESDAY Project# 143-20376 SR-78 EB Off Ramp Westbound WL WT WR TOTAL 0 0 0 497 0 0 0 632 0 0 0 680 0 0 0 673 0 0 0 716 0 0 0 635 0 0 0 640 0 0 0 657 0 0 0 5130 WL WT WR TOTAL 0 0 0 2704 0.000 0.944 SR-78 EB Off Ramp Westbound WL WT WR TOTAL 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 4 WL WT WR TOTAL 0 0 0 3 SR-78 EB Off Ramp West Leg TOTAL 2 2 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3 3 West Leg TOTAL 0 0 Page 50 of 140 • • • • • • • • • Location: N/S: E/W: Oceanside College Boulevard SR-78 EB Off Ramp College Boulevard Northbound NL NT NR 4:00 PM 0 376 0 4:15 PM 0 386 0 4:30 PM 0 359 0 4:45 PM 0 413 0 5:00 PM 0 400 0 5:15 PM 0 385 0 5:30 PM 0 418 0 5:45 PM 0 329 0 TOTAL VOLUMES: 0 3066 0 PO Box 1178 Corona. CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 4:00 PM to 6:00 PM 4:45 PM to 5:45 PM Peak Hour: Vehicle Counts College Boulevard SR-78 EB Off Ramp Southbound Eastbound SL ST SR EL ET ER 0 345 0 159 0 88 0 352 0 163 0 116 0 326 0 132 0 100 0 401 0 135 0 77 0 347 0 145 0 99 0 382 0 142 0 82 0 315 0 130 0 95 0 288 0 149 0 102 0 2756 0 1155 0 759 PM Peak Hr Begins at: 445PM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 1616 0 0 1445 0 552 0 353 PEAK HR FACTOR:! 0.967 0.901 0.928 Bicycle Counts College Boulevard College Boulevard SR-78 EB Off Ramp Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 0 2 0 0 0 0 0 0 0 4:30 PM 0 2 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 1 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 4 0 0 1 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 0 0 0 0 0 0 0 Pedestrian Counts Col lege Boulevard College Boulevard SR-78 EB Off Ramp North Leg South Leg East Leg 4:00 PM 0 0 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 0 0 0 5:00 PM 0 0 0 5:15 PM 0 0 0 5:30 PM 0 0 0 5:45 PM 0 0 0 TOTAL VOLUMES: 0 0 0 North Leg South Leg East Leg PEAK VOLUMES: 0 0 0 Childern's Paradise Day Care TIA Appendix Date: 10/7 /20 Day: WEDNESDAY Project# 143-20376 SR-78 EB Off Ramp Westbound WL WT WR TOTAL 0 0 0 968 0 0 0 1017 0 0 0 918 0 0 0 1026 0 0 0 991 0 0 0 991 0 0 0 959 0 0 0 868 0 0 0 7738 WL WT WR TOTAL 0 0 0 3967 0.000 0.967 SR-78 EB Off Ramp Westbound WL WT WR TOTAL 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 WL WT WR TOTAL 0 0 0 1 SR-78 EB Off Ramp West Leg TOTAL 1 1 1 1 1 1 2 2 0 0 1 1 0 0 0 0 6 6 West Leg TOTAL 3 3 Page 51 of 140 Location: N/S: E/W: Oceanside College Boulevard Plaza Dr/ Haymar Dr College Boulevard Northbound NL NT NR 7:00AM 12 93 37 7:15 AM 4 112 41 7:30AM 4 121 42 7:45 AM 9 109 51 8:00AM 9 129 so 8:15 AM 5 119 51 8:30AM 3 118 47 8:45 AM 9 155 53 TOTAL VOLUMES: 55 956 372 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 7:00 AM to 9:00 AM 7:30 AM to 8:30 AM Peak Hour: Vehicle Counts College Boulevard Plaza Dr/ Haymar Dr Southbound Eastbound SL ST SR EL ET ER 98 159 16 19 5 3 135 201 18 22 5 6 116 231 29 17 10 5 113 248 28 21 19 2 123 251 21 13 9 3 114 219 19 16 4 4 124 195 19 20 14 3 106 211 18 11 13 5 929 1715 168 139 79 31 AM Peak Hr Begins at: 730 AM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 27 478 194 466 949 97 67 42 14 PEAK HR FACTOR:! 0.930 0.957 0.732 Bicycle Counts College Boulevard College Boulevard Plaza Dr/ Haymar Dr Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 7:00AM 0 0 0 0 0 0 0 0 0 7:15AM 0 0 1 0 1 0 0 0 0 7:30AM 0 0 0 0 0 0 0 0 0 7:45AM 0 0 0 0 1 0 0 0 0 8:00AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 1 0 0 0 0 8:30AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 2 1 0 3 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 1 0 0 2 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard Plaza Dr/ Haymar Dr North Leg South Leg East Leg 7:00AM 0 0 0 7:15 AM 0 0 2 7:30AM 0 1 0 7:45 AM 0 0 1 8:00AM 0 0 4 8:15 AM 0 1 2 8:30AM 0 2 2 8:45 AM 0 1 2 TOTAL VOLUMES: 0 5 13 North Leg South Leg East Leg PEAK VOLUMES: 0 2 7 Childern's Paradise Day Care TIA Appendix Date: 10/7 /20 Day: WEDNESDAY Project# 143-20376 Plaza Dr/ Haymar Dr Westbound WL WT WR TOTAL 22 4 31 499 15 0 41 600 22 2 so 649 26 4 43 673 31 2 38 679 26 1 53 631 20 5 so 618 28 1 52 662 190 19 358 5011 WL WT WR TOTAL 105 9 184 2632 0.931 0.969 Plaza Dr/ Haymar Dr Westbound WL WT WR TOTAL 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 6 WL WT WR TOTAL 0 0 0 3 Plaza Dr/ Haymar Dr West Leg TOTAL 0 0 1 3 0 1 0 1 0 4 0 3 0 4 0 3 1 19 West Leg TOTAL 0 9 Page 52 of 140 • Location: N/S: E/W: Oceanside College Boulevard Plaza Dr/ Haymar Dr College Boulevard Northbound NL NT NR 4:00 PM 5 268 85 4:15 PM 8 275 82 4:30 PM 7 238 83 4:45 PM 9 283 97 5:00 PM 8 266 88 5:15 PM 8 267 106 5:30 PM 5 297 85 5:45 PM 5 213 76 TOTAL VOLUMES: 55 2107 702 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 4:00 PM to 6:00 PM 4:45 PM to 5:45 PM Peak Hour: Vehicle Counts College Boulevard Plaza Dr/ Haymar Dr Southbound Eastbound SL ST SR EL ET ER 154 259 26 17 9 7 132 311 20 19 16 5 157 255 23 24 18 6 145 308 23 28 17 5 140 289 24 31 19 3 144 306 17 23 10 6 141 240 27 12 18 6 127 235 27 17 10 6 1140 2203 187 171 117 44 PM Peak Hr Begins at: 445 PM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 30 1113 376 570 1143 91 94 64 20 PEAK HR FACTOR:! 0.976 0.947 0.840 Bicycle Counts College Boulevard College Boulevard Plaza Dr/ Haymar Dr Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 4:00 PM 0 1 0 0 0 0 0 0 0 4:15 PM 0 1 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 1 0 0 0 0 5:00 PM 0 1 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 TOTAL VOLUMES: 0 3 0 0 1 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 1 0 0 1 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard Plaza Dr/ Haymar Dr North Leg South Leg East Leg 4:00 PM 0 1 0 4:15 PM 0 0 0 4:30 PM 0 0 0 4:45 PM 1 0 2 5:00 PM 0 5 1 5:15 PM 0 3 3 5:30 PM 0 1 1 5:45PM 0 5 4 TOTAL VOLUMES: 1 15 11 North Leg South Leg East Leg PEAK VOLUMES: 9 7 Childern's Paradise Day Care TIA Appendix Date: 10/7 /20 Day: WEDNESDAY Project# 143-20376 Plaza Dr/ Haymar Dr Westbound WL WT WR TOTAL 37 4 94 965 56 3 93 1020 43 2 105 961 44 4 95 1058 40 3 103 1014 40 0 100 1027 51 2 109 993 44 5 101 866 355 23 800 7904 WL WT WR TOTAL 175 9 407 4092 0.912 0.967 Plaza Dr/ Haymar Dr Westbound WL WT WR TOTAL 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 5 WL WT WR TOTAL 0 1 0 3 Plaza Dr/ Haymar Dr West Leg TOTAL 1 2 0 0 1 1 0 3 1 7 1 7 0 2 2 11 6 33 West Leg TOTAL 2 19 Page 53 of 140 Location: N/S: E/W: San Diego College Boulevard Marron Rd/ Lake Blvd College Boulevard Northbound NL NT NR 7:00AM 14 73 19 7:15 AM 10 95 13 7:30AM 16 88 23 7:45 AM 12 135 28 8:00AM 22 105 35 8:15 AM 12 92 27 8:30AM 21 97 28 8:45AM 29 112 30 TOTAL VOLUMES: 136 797 203 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 7:00 AM to 9:00 AM 7:30 AM to 8:30 AM Peak Hour: Vehicle Counts College Boulevard Marron Rd / Lake Blvd Southbound Eastbound SL ST SR EL ET ER 27 142 32 27 6 14 19 155 49 21 9 17 24 189 46 42 11 24 37 183 59 31 11 28 31 120 48 44 9 34 35 154 45 42 5 27 37 133 60 30 6 20 32 141 66 57 14 24 242 1217 405 294 71 188 AM Peak Hr Begins at: 730 AM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 62 420 113 127 646 198 159 36 113 PEAK HR FACTOR:! 0.850 0.870 0.885 Bicycle Counts College Boulevard College Boulevard Marron Rd/ Lake Blvd Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 7:00AM 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 7:30AM 0 0 0 0 1 0 0 0 0 7:45 AM 0 0 0 0 1 0 0 0 0 8:00AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 1 0 0 0 0 0 0 8:30AM 0 0 0 0 0 0 0 0 0 8:45AM 0 0 1 0 0 0 0 0 0 TOTAL VOLUMES: 0 0 2 0 2 0 0 0 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 0 1 0 2 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard M arron Rd / Lake Blvd North Leg South Leg East Leg 7:00AM 0 0 0 7:15 AM 0 1 1 7:30AM 1 0 1 7:45 AM 1 0 0 8:00AM 1 1 0 8:15 AM 3 0 0 8:30AM 1 0 0 8:45 AM 0 3 1 TOTAL VOLUMES: 7 5 3 North Leg South Leg East Leg PEAK VOLUMES: 6 1 Childern's Paradise Day Care TIA Appendix Date: 9/23/20 Day: WEDNESDAY Project# 143-20355 Marron Rd/ Lake Blvd Westbound WL WT WR TOTAL 30 9 32 425 58 19 39 504 62 10 41 576 53 22 44 643 44 15 44 551 so 21 51 561 42 19 41 534 39 21 35 600 378 136 327 4394 WL WT WR TOTAL 209 68 180 2331 0.936 0.906 Marron Rd/ Lake Blvd Westbound WL WT WR TOTAL 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 2 1 0 1 6 WL WT WR TOTAL 0 0 4 Marron Rd / Lake Blvd West Leg TOTAL 0 0 0 2 0 2 0 1 0 2 0 3 1 2 0 4 1 16 West Leg TOTAL 0 8 Page 54 of 140 • • • • Location: N/S: E/W: San Diego College Boulevard Marron Rd/ Lake Blvd College Boulevard Northbound NL NT NR 4:00 PM 33 174 57 4:15 PM 53 213 66 4:30 PM so 160 73 4:45 PM 55 210 70 5:00 PM 42 147 70 5:15 PM 53 225 112 5:30 PM 46 180 77 5:45PM 53 170 64 TOTAL VOLUMES: 385 1479 589 PO Box 1178 Corona, CA 92880 951-268-6268 TURNING MOVEMENT COUNT Count Period: 4:00 PM to 6:00 PM 4:30 PM to 5:30 PM Peak Hour: Vehicle Counts College Boulevard Marron Rd/ Lake Blvd Southbound Eastbound SL ST SR EL ET ER 42 130 108 115 46 49 45 128 122 120 34 33 76 128 106 120 46 42 71 125 116 127 35 46 52 124 95 112 43 51 51 132 128 120 37 56 41 107 106 111 28 41 45 124 89 119 30 37 423 998 870 944 299 355 PM Peak Hr Begins at: 430 PM NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 200 742 325 250 509 445 479 161 195 PEAK HR FACTOR:! 0.812 0.965 0.980 Bicycle Counts College Boulevard College Boulevard Marron Rd/ Lake Blvd Northbound Southbound Eastbound NL NT NR SL ST SR EL ET ER 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 1 0 1 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 1 0 TOTAL VOLUMES: 0 0 1 0 1 0 0 1 0 NL NT NR SL ST SR EL ET ER PEAK VOLUMES: 0 0 1 0 1 0 0 0 0 Pedestrian Counts College Boulevard College Boulevard Marron Rd/ Lake Blvd North Leg South Leg East Leg 4:00 PM 1 0 0 4:15 PM 0 0 0 4:30 PM 1 1 1 4:45 PM 1 0 0 5:00 PM 1 1 0 5:15 PM 0 1 0 5:30 PM 1 0 0 5:45 PM 0 0 0 TOTAL VOLUMES: 5 3 1 North Leg South Leg East Leg PEAK VOLUMES: 3 3 1 Childern's Paradise Day Care TIA Appendix Date: 9/23/20 Day: WEDNESDAY Project# 143-20355 Marron Rd/ Lake Blvd Westbound WL WT WR TOTAL 49 25 49 877 38 30 47 929 41 39 43 924 48 36 44 983 56 25 48 865 35 38 so 1037 61 32 33 863 48 30 38 847 376 255 352 7325 WL WT WR TOTAL 180 138 185 3809 0.975 0.918 Marron Rd/ Lake Blvd Westbound WL WT WR TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 1 0 1 0 0 0 2 0 0 0 0 0 0 0 1 0 1 1 5 WL WT WR TOTAL 0 1 4 Marron Rd / Lake Blvd West Leg TOTAL 0 1 0 0 0 3 0 1 1 3 1 2 0 1 3 3 5 14 West Leg TOTAL 2 9 Page 55 of 140 • • • • • City of Oceanside Marron Road B/ Quarry Creek Center -College Boulevard Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 -......... :..'I [!]lj' File Name 004 Site Code: 143-20355 24 Hour Directional Volume Count Date: Eastbound Westbound 9/23/2020 15 Minute Totals Hourly Totals 15 Minute Totals Hourly Totals Combined Totals Time Morning I Afternoon Morning I Afternoon Morning I Afternoon Morning I Afternoon Morning I Afternoon 12:00 4 221 2 248 12:15 4 250 4 245 12:30 0 239 1 198 12:45 1 213 9 923 0 227 7 918 16 1841 1:00 3 234 0 201 1:15 0 214 0 205 1:30 0 201 1 193 1:45 0 189 3 838 0 206 1 805 4 1643 2:00 4 201 0 193 2:15 1 229 0 202 2:30 1 188 1 189 2:45 1 216 7 834 7 195 8 779 15 1613 3:00 2 178 4 216 3:15 4 204 4 197 3:30 0 206 5 184 3:45 1 197 7 785 12 207 25 804 32 1589 4:00 1 210 8 166 4:15 0 187 2 205 4:30 0 208 6 195 4:45 3 208 4 813 4 207 20 773 24 1586 5:00 2 206 5 162 5:15 4 213 8 219 5:30 4 180 10 184 5:45 4 186 14 785 18 172 41 737 55 1522 6:00 16 221 21 208 6:15 20 213 26 197 6:30 31 187 38 196 6:45 33 216 100 837 55 203 140 804 240 1641 7:00 47 191 55 167 7:15 47 179 78 185 7:30 77 185 72 131 7:45 70 162 241 717 93 111 298 594 539 1311 8:00 87 117 85 99 8:15 74 139 78 104 8:30 56 112 100 82 8:45 95 92 312 460 116 78 379 363 691 823 9:00 82 98 111 70 9:15 102 71 104 45 9:30 86 63 142 30 9:45 119 55 389 287 136 23 493 168 882 455 10:00 115 52 155 17 10:15 142 27 155 16 10:30 138 16 180 18 10:45 168 15 563 110 182 15 672 66 1235 176 11:00 169 19 181 6 11:15 164 8 199 2 11:30 208 8 208 2 11:45 208 5 749 40 226 4 814 14 1563 54 Totals 2398 7429 2898 6825 Combined Totals 9827 9723 ADT 19550 AM Peak Hour 1100 AM 1100 AM Volume 749 814 P.H.F. 0.900 0.900 PM Peak Hour 1215 PM 1200 PM Volume 936 918 P.H.F. 0.936 0.925 Percentage 24.4% 75.6% 29.8% 70.2% hone: 951_268_f1Gi1fern's Paradise Day Care TIA Appendix counts@countsunlimited.com Page 56 of 14~ax: 951-268-6267 ('") 2: a: (D 3 ,,,- -0 QJ iil a. w· (D 0 QJ '< ('") QJ iil ---i ~ ► "O "O (D :, a. x· -0 QJ tC (D 0, -.r s. ~ .i,. 0 Row -0 1 2 i i 5 i 7 I ! A i c H • INTERSECJJON: College & Plaza/Havmar Group Assignment: NONE Field Master Assignment: NONE System Reference Number: 26 Change Record Chance By Drop Number 16 Zone Number 0 NeaNumber 2 Date <C/0 <C/0 <C/0 0+O> 0+1> 0+2> Change By Date N/S Street Name: Not Assigned E/W Street Name: Not Assigned Notes: Marwl f'lan 0 = Automatic 1-9 = Piao 1-9 1.a s Free 15 = Flash Marual Offset 0 = Automatic 1 = Offset A 2 = Offset B 3 = Offset C Flash Start Red Revert 0 5.0 Nea Address 26 <C/0 QuicNet Channel S.rlal:COll1! +0+3> I ►: lcauicNet) All Red Start 5.0 FYA Red Revert o.o I Manual Plan I l<C/O+A+1> Manual Offset <C/0+8+1> Communication Addresses Manual Selection OVLPCHG Red 6.0 Start / Revert Times Phase Column Numbers -> 1 2 3 ' I • 7 8 9 A a C D ~•Names-> Ped Walk 0 4 0 4 0 4 0 0 ... . .. . .. . .. . .. PedFDW 0 16 0 20 0 12 0 0 Phase 1 0 0 0 0 o.o Min Green 5 6 5 6 5 6 5 6 Phase2 20 0 0 0 0.0 Tvoe 3 Disconnect 0 0 0 0 0 0 0 99 Phase3 0 0 0 0 0.0 Added per Vehicle 0.0 2.0 0.0 0.0 0.0 2.0 0.0 0.0 Phase4 20 0 0 0 o.o Veh Extension 3.0 2.0 3.0 3.0 3.0 2.0 3.0 3.0 Phases 0 0 0 0 o.o Max Gap 3.0 2.0 3.0 3.0 3.0 2.0 3.0 3.0 Phase6 20 0 0 0 0.0 Min Gap 3.0 2.0 3.0 3.0 3.0 2.0 3.0 3.0 Phase 7 0 0 0 0 0.0 Max limit 30 35 20 25 20 40 20 20 Phases 20 0 0 0 o.o Max limit 2 30 70 30 70 30 70 30 70 Adv. I Delay Walk 0 0 0 0 0 0 0 0 Max Initial PE Min Ped FDW 0 0 0 0 0 0 0 0 Alternate Walk Cond Ser., Check 0 0 0 0 0 0 0 0 Alternate FDW Reduce Everv 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Alternate Initial Yellow Cham:ie 4.1 4.8 4.1 4.1 4.1 4.8 4.1 4.1 Alternate Extension .J' _,,,. Red Clear 2.0 1.0 1.0 2.0 2.0 1.0 2.0 2.0 Phase Timing-Bank 1 <C+0+F=1> Alternate Timing <C+O+F=1> Printed on 10/1 3/2020 11 :52 AM Timing Sheet Version: 233 RV3 <F/1+0+E> <F/1+0+F> <F/1+C+0> <F/1+0+5> <F/1+0+3> RR-1 Delay RR-1 Clear EV-A Delay EV-A Clear EV-B Delay EV-B Clear EV-C Delay EV-CClear EV-D Delay EV-D Clear RR-2 Delay RR-2 Clear View EV Delay ViewEVCi.. View RR Delay View RR Ci.. Page 1 (of 9) last Database Change: 4112/2019 8:20 [TI 0 0 0 5 0 5 0 5 0 5 0 0 ... ... ... ... <F/1+0+0> <F/1+0+1> ~<F/1+0+2> Exclusive Ped Phase Exclusive Walk 0 Exclusive FDW 0 All Red Clear 0.0 (Outl,lU!s soecified In Assignable Out;,l.ts al E/127+A+E & F) F Permit 12345678 Red lock Yellow lock 2 Min Recall 1 Ped Recall v-S91Ped$ ----- Rest In Walk Red Rest OualEntr., 4 8 Max Recall Soft Recall Max2 Cond.Service Man Cnb'I Calls Yellow Start _2 6 First Phases 3 7_ Row T 1 2 3 4 5 I 7 • 9 A B ~ D E i= Preempt Timing Phase Functions<C+0-+F=1> Revision: 60322 () ::::r C: <1> 3 (/)- lJ Ill al a. en· <1> 0 Ill '< () Ill ro -i j; ► " " <1> ::, a. x· lJ Ill (0 <1> U1 00 0 -~ ~ 0 • Row = 0 1 2 3 i 5 i 7 i ! A B c D i F Row -0 1 i 3 4 i ! ! ! 9 A a c ~ • • ••••• INTERSECTION: College & Plaza/Haymar Column Numbers-> 1 2 3 4 Ov«lllp Name -> Load Switch Number 0 0 0 0 Veh Set 1 -Phases Veh Set 2 -Phases Veh Set 3 -Phases Nea Veh Phases Nea Ped Phases Green Omit Phases Green Clear Omit Phs. Cver1ao Recall N N N N Queue Jumo Phase Queue Jump Time 0 0 0 0 Minimum Green 0 0 0 0 Maximum Green 0 0 0 0 Green Clear 0.0 0.0 0.0 0.0 Yellow Change 0.0 0.0 o.o o.o Red Clear 0.0 o.o o.o o.o Overlap Assignments Column Numl:/efs -> E Exclusive Phases RR-1 Clear Phases Ext. Permit 1 Phases RR-2 Clear Phases Ext. Permit 2 Phases RR-2 Limited Service Exclusive Ped Assign Prot / Perm Phases Preempt Non-Lock Flash to PE Circuits Ped for 2P Cutout Flash Entry Phases Ped for 6P Cutout Disable Yellow Ranae Ped for 4P Output Disable Ovp Yel Range Ped for 8P Output Over1aD Yell<>w Flash Yellow Flash Phases EV-A Phases 2 5 Low Priority A Phases EV-BPhases 4 7 Low Priority B Phases EV-C Phases 1 6 Low Priority C Phases EV-D Phases 3 8 Low Priority O Phases Extra 1 Config. Bits 1 45 Restricted Phases IC Select (Interconnect) 2 Extra 2 Confia. Bits Configuration <C+0+E=125> Configuration Printed on 10/13/2020 11 :52 AM Overlap 5 6 7 8 0 0 0 0 N N N N 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 <C+0+E=29> F Fast Green Flash Phase Green Flash Phases Flashina Walk Phases Guaranteed Passage 12345678 Simultaneous Gap Tenn 2 Saouential Timing 6 Advanoe Walk Phases ' Oelav Walk Phases External Recall Start-uo Overlap Green Max Extension Inhibit Ped Reservice Semi-Actuated Start-up Overlap Yellow Start-UP Vehicle Calls 4 Start-uo Ped Calls <C+0+E=125> Specials Timing Sheet Version: 233 RV3 •• Page 2 (of9) Em1FljjQS 1 = TBC Type 1 2 = NEMA Ext. Coord 3 = Auto Da)lliltlt Savings 4 ; Solle! FDW on EV 5 = Extended StalUS 6 = lntemalional Ped 7 = Flash • Clear Outputs 8; Split Ring ExJra2Flg 1 = AWB During Initial 2 = 3 Section FYA '"c EV-A 0 EV-B 0 EV-C 0 EV-O 0 RR-1 • --- RR-2 • --- SE-1 0 SE-2 0 Preempt Priority <C+0+E=125> 3 z Disable Min Walk 4 = QuicNet System 5 = Ignore PIP on EV ( • RR-1 is always H~ and RR-2 is always Second Highest ) 6 = Manual Hold in FDW 7 = Alow QuicNet PE 8 = Flash Gm 84 Yellow F 12345678 12345678 2_4_6_8 <C+0+F=2> Flash to PE & PE Non-Lock 1 =EVA 5=RR 1 2=EVB 6;RR2 3=EVC 7=SE 1 4=EVD 8=SE2 IC StJtci Flags 1 = 2=Modem 3 = 7-Wire Slave 4 = FY A/Ped call side 5 = Ped Inhibit FYA 6 ; Simplex Masler 7= 6 = Offset Interrupter ""'"i"" Phase 1 15 Phase2 30 Phase3 15 Phase4 30 Phase 5 15 Phase6 30 Phase 7 15 Phase 8 30 Coordination Transition Minimums <C+0+C=5> Row r 1 2 3 i i i 7 I 9 i a ~ ~ E F Row 0 1 2 ! ' i i 7 I ! A i £ D E F Revision: 60322 • ••• • () ~ a: (1) 3 INTERSECTION: College & Plau/Haymar (/)- "'O Ill iil C. COiumn NumblJfs -> 1 2 iii' Rowl (1) PlanNamr,-> 0 0 Ill 1 '< Cvcie Length 100 100 Phase 1 -ForceOff 55 60 () 2 Ill Phase 2 -ForceOff 0 0 cil 3 --I .. ► Phase 3 -ForceOff 20 15 Phase 4 -ForceOff 40 40 )> 5 "O Phase 5 -ForceOff 55 60 "O I (1) Phase 6 -ForceOff 0 0 ::, 7 C. Phase 7 -ForceOff 20 15 x· 8 Phase 8 -ForceOff 40 40 i RinQ Offset 0 0 A Offset 1 0 0 B Offset 2 0 0 C Offset 3 0 0 D Perm 1 -End 15 15 E Hold Release 255 255 ¥ Reserved 0 0 ~ 0 Ped Adiustment 0 0 1 Perm 2 -Start 0 0 2 Perm 2 • End 0 0 3 Perm 3 -Start 0 0 4 Perm 3 -End 0 0 i Reservice Time 0 0 ! Reservice Phases 7 8 Pretimed Phases i Max Recall A Perm 1 Veh Phase 12345678 12345678 B Perm 1 Ped Phase 12345678 12345678 ~ Perm 2 Veh Phase D Perm 2 Ped Phase "'O ~ Ill (C Perm 3 Veh Phase Perm 3 Ped Phase (1) 0, (0 ~ ~ 0 Printed on 10/13/2020 11 :52 AM Plan 3 .. 5 1· 1 100 100 100 110 120 60 36 36 36 36 0 0 0 0 0 20 52 52 59 59 40 69 69 75 75 60 81 81 89 89 0 0 0 0 0 20 52 52 50 50 40 69 69 75 75 0 0 0 0 0 0 95 95 5 10 0 0 0 0 0 0 0 0 0 0 15 41 41 41 41 255 255 255 255 255 0 0 0 0 0 Coordination -Bank 1 <C+0+C=1> 0 8 8 8 8 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 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 12345678 Coordination -Bank 2 <C+0+C=2> Timing Sheet Version: 233 RV3 • 9 100 110 36 36 0 0 52 54 69 69 81 84 0 0 52 50 69 69 0 0 0 14 0 0 85 0 41 41 255 255 0 0 8 8 0 0 0 0 0 0 0 0 0 0 12345678 12345678 12345678 12345678 Row m= 0 'i i 3 4 5 ! 7 8 ! A B c ii E ¥ Row -0 1 i 3 'i 5 i 7 I i i B c ii i ¥ CoonlExtra Page 3 (of9) 1 = Programmed WALK nme for Sync Phases 2 " Nways Tennlnalll Sync Phase Peds E Plan 1 -Svnc 2 6 Plan 2-Svnc 2 6 Plan 3-Svnc 2 6 Plan 4-Svnc 2 6 Plan 5-Svnc 2 6 Plan 6-Svnc 2 6 Plan 7-Svnc 2 6 Plan 8-Sync 2 6 Plan 9-Svnc 2 6 NEMASvnc NEMAHold Coord Extra Sync Phases <C+0+C=t> F Free Laa 1 4 6 8 Plan 1 -Lall 2 4 6 8 Plan 2-Laa 2 4 6 8 Plan 3-Laa 2 4 6 8 Plan 4• LaQ 1 4 6 8 Plan 5-Laa 1 4 6 8 Plan 6-Laa 1 4 6 8 Plan 7-L.aa 1 468 Plan 8-L.aa 1 4 6 8 Plan 9-Laa 1 4_6_8 Extemal Laa LaQ Hold 3 Lag Phases <C+0+C=t > Row 1 i 3 .. 5 i 7 i i A i C o i F Row 0 1 i 3 4 i i 7 i i A B c o i F Revision: 60322 () :,- a: ~ :, (/l- "'O Ill iil a. oo· (1) 0 Ill '< () Ill cil -I ► )> "O "O (1) :, a. x· "'O Ill <O (1) 0) 0 a ~ ~ 0 • •• • IM!ERS£CTION: Collea• & Plaza/Haymer eotumna l,;Olllffln. One-Shot Timer 0 Latch 1 Set 0 AN0-5 (a) 0 Latch 1 Reset 0 AND-5 (b) 0 Latch2 Set 0 AN~(al 0 Latch 2 Reset 0 AND~(b) 0 NAN0-3(a) 0 Reserved NAND-3/bl 0 Reserved NAN0-4/al 0 Reserved NAND-4(b) 0 Scee. Funcl 1 0 OR-7 la) 0 Spec. Funct. 2 0 OR-7 {bl 0 Sn<>r.. F unct. 3 0 OR-7 (C) 0 Spec. Funct. 4 0 OR-7 ldl 0 Reserved OR-8 (a) 0 Reserved OR-8 {bl 0 Reserved OR-8 lcl 0 Reserved OR-8 (d) 0 ..... 1111111, -· Reserved PhaseON-1 0 Reserved PhaseON-2 0 Reserved Phase ON .3 0 Reserved Phase ON .4 0 Reserved Phase ON .5 0 Reserved PhaseON-6 0 Reserved Phase ON -7 0 Reserved Phase ON-8 0 Flh Yell Arrow 1 0 Ph. Check-1 0 Green 1 0 Ph. Check-2 0 Flh Yell Arrow 3 0 Ph. Check ·3 0 Green3 0 Ph. Check-4 0 Flh Yell Arrow 5 0 Ph. Check-5 0 Green 5 0 Ph. Check -6 0 Flh Yell Arrow 7 0 Ph. Check· 7 0 Green 7 0 Ph. Check-8 0 Printed on 10/13/2020 11 :52 AM COiumn A Column& ColumnC NOT-3 0 Max2 D Pretimed D NOT-4 0 Bus Checkin A 0 Plan 1 0 OR-4 al 0 Sus Checkin B 0 Plan2 0 OR-4 b) 0 Bus Checkin C 0 Plan3 0 OR--5 al 0 Bus Checkin 0 0 Plan4 0 OR-5 bl 0 Bus Checkout A 0 Plans 0 OR~ al 0 Bus Checkout B 0 Plan6 0 OR~ bl 0 Bus Checkout C 0 Plan 7 0 EXTMR 0 Bus Checkout D 0 Plans 0 External Alarm 1 0 Max lnhibit(neme 0 Plan9 0 AND-4(al 0 Force A <neme> 0 DELAY-A 0 AND-4(bl 0 Force B lnemeJ 0 DELAY-8 0 NAND-1 (al 0 C.N.A. lnemaJ 0 DELAY-C 0 NAND-1 (bl 0 Hold (nerna) 0 DELAY-0 0 NAN0-2(a) 0 Max Recall 0 DELAY-€ 0 NAN0-2(b) 0 Min Recall 0 DELAY-F 0 Assignable Inputs IAIIIIIIIIA Column& ColumnC Preempt Fa~ 0 FlasherO 0 Free 0 So Evnt Out 1 0 Flasher 1 0 Plan 1 0 Sp Evnt Out 2 0 Fast Flasher 0 Plan2 0 So Evnt Out3 0 EXTMR 0 Plan3 0 SoEvntOut4 0 One.Shot Timer 0 Plan 4 0 SoEvntOutS 0 Reserved Plans 0 SoEvnt Out6 0 Latch 1 0 Plan6 0 So Evnt0ut7 0 Latch 2 0 Plan7 0 So Evnt0ut8 0 NOT-3 0 Plana D Coord On 0 NOT-4 0 Plan9 0 Detector Fail 0 OR-4 0 Scee. F unct. 3 0 Soec. Funct. 1 0 OR-5 0 SDAC. Funcl 4 0 Scee. Funcl 2 0 OR~ 0 NAND-3 0 Central Control 0 AN0-4 0 NAND-4 0 Exel. Ped OW 0 NAND-1 0 OR-7 0 Exel. Ped WK 0 NAND-2 o· OR.a 0 Assignable Outputs Timing Sheet Version: 233 RV3 •• • • Pa9e 4 rof9l ColumnD ColumnE ColumnF Set DOW 0 Dial 2 (7-Wlrel 0 Slm Term 0 Ext. Perm 1 0 Dial 3 (7-Wlre) 0 EV-A 71 Ext. Perm 2 0 Offset 1 (7-Wire) 0 EV-8 72 Gate Down 0 Offset 2 (7-Wlre) 0 EV-C 73 Set Clod( 0 Offset 3 (7-Wlnl) 0 EV-0 74 Stoo Time 82 Free(7•Wlrel 0 RR-1 51 Flash Sense 81 Flash (7-Wire) 0 RR-2 52 Manual Enable 0 Exel. Ped Omit 0 Soec. Event 1 0 Man. Advance 0 NOT-1 0 Soec. Event 2 0 External Alarm 2 0 NOT-2 0 External Laa 0 Phase Bank 2 0 OR-1 (al 0 AND-1 (a) 0 Phase Bank 3 0 OR-1 /bl 0 AND-1 {bl 0 Overlap Set 2 0 OR-2(a) 0 AND-2 (a) 0 Over1aoSet3 0 OR-21bl 0 AND-21bl 0 Detector Set 2 0 OR-3(a) 0 AND-3 (al 0 Detector Set 3 0 OR-3(b) 0 AND-3(b) D <C+O+E=126> CalulmD ColumnE Column F NOT-1 0 TOD Out 1 0 Dial 2 [7•WnJ 0 OR-1 0 TOD0ut2 0 Dlal 3 (7•Wlre) 0 OR-2 0 TOD0ut3 0 Offset 1 (7•Wlf9) 0 OR-3 0 TODOut4 0 Offset 2 (7-Wlre) 0 AND-1 0 TODOut5 0 Offset 3 (7•Wire) 0 AND-2 0 TODOut6 0 Free (7-Wlre) 0 AND-3 0 TOD0ut7 0 Flash 17-WINII 0 NOT-2 0 TOD0ut8 D Preemot D EV-A 0 Adv. Wam-1 0 Low Priority A 0 EV-8 0 Adv. Wam-2 0 Low Prioritv B 0 EV-C 0 DELAY-A 0 Low Priorltv C 0 EV-0 0 DELAY-8 0 Low Prioritv D 0 RR-1 0 DELAY-C D ~ND-5 0 RR-2 0 OELAY-0 0 AND-8 0 5,-,, Event 1 0 DELAY-E 0 Reserved Scee.Event2 0 OELAY-F 0 Reserved <C+O+E=127> Revision: 60322 • • •• • • •• (") :!. C: !!? ::, C/1- INTERSECTION: College & Plaza/Havmar -0 "' Phase iil 0. Column Numbers-> 1 2 3 4 5 iii" Rowl (D Phase Names -> 0 "' 0 Ped Walk 0 4 0 4 0 1 '< (") 2 "' Ped FDW 0 15 0 16 0 Min Green 3 10 5 8 3 <il 3 -I 4 ► Tvne 3 Disconnect 0 99 0 99 0 Added oer Vehicle 0.0 2.0 0.0 2.0 o.o ► 5 ""O Veh Extension 4.0 5.0 4.0 5.0 4.0 ""O • (D Max Gap 3.0 6.0 3.0 5.0 3.0 ::, 7 0. x· 8 Min Gap 3.0 2.5 3.0 2.5 3.0 Max Limit 30 50 30 30 40 i Max Limit2 30 60 40 50 40 i Adv./ Delay Walk 0 0 0 0 0 B PE Min Ped FDW 0 0 0 0 0 c Cond Serv Check 0 0 0 0 0 ii Reduce Every o.o 1.2 0.0 1.4 0.0 E Yellow Change 3.6 4.7 3.6 4.3 3.6 F Red Clear 1.0 2.0 1.0 1.0 1.0 Phase Timing -Bank 2 Row 1 2 3 4 5 0 Ped Walk 0 7 0 7 0 1 Ped FDW 0 15 0 15 0 2 Min Green 4 7 4 4 4 ! Type 3 Disconnect 0 20 0 20 0 4 Added per Vehicle o.o 2.0 0.0 2.0 0.0 ! Veh Extension 2.0 4.0 2.0 2.5 2.0 ! Max Gap 3.0 6.0 3.0 3.0 3.0 7 Min Gap 0.5 2.0 0.5 1.5 0.5 i Max Limit 20 30 20 25 20 i Max Limit2 30 50 30 40 30 A Adv./ Delay Walk 0 0 0 0 0 i PE Min Ped FDW 7 7 7 7 7 £ Cond Serv Check 10 10 10 10 10 -0 ~ "' (C (D Ol Reduce Every 1.0 1.0 1.0 1.0 1.0 Yellow Change 3.0 4.0 3.0 3.0 3.0 Red Clear 1.0 1.0 1.0 1.0 1.0 ~ 0 Phase Timing • Bank 3 -~ -I>-0 Printed on 10/13/2020 11 :52 AM • 6 7 8 9 A B C 4 0 4 ------------ 15 0 16 Phase 1 0 0 0 0 10 3 8 Phase 2 20 0 0 0 99 0 99 Phase 3 0 0 0 0 2.0 o.o 2.0 Phase4 20 0 0 0 5.0 4.0 5.0 Phases 0 0 0 0 6.0 3.0 5.0 Phase6 20 0 0 0 2.5 3.0 2.5 Phase 7 0 0 0 0 50 30 30 Phase 8 20 0 0 0 60 30 40 0 0 0 Max Initial 0 0 0 Alternate Walk 0 0 0 Alternate FOW 1.2 0.0 1.4 Alternate Initial 4.7 3.6 4.3 Alternate Extension 2.0 1.0 1.0 <C+0+F=2> Alternate Timing 8 7 8 9 A 8 C 7 0 7 ------------ 15 0 15 Phase 1 0 0 0 0 7 4 4 Phase 2 20 0 0 0 20 0 20 Phase 3 0 0 0 0 2.0 0.0 2.0 Phase 4 20 0 0 0 4.0 2.0 2.5 Phase 5 0 0 0 0 6.0 3.0 3.0 Phases 20 0 0 0 2.0 0.5 1.5 Phase 7 0 0 0 0 30 20 25 Phase 8 20 0 0 0 50 30 40 0 0 0 Max Initial 7 7 7 Alternate Walk 10 10 10 Alternate FDW 1.0 1.0 1.0 Alternate Initial 4.0 3.0 3.0 Alternate Extension 1.0 1.0 1.0 <C+0+F=3> Alternate Timing Timing Sheet Version: 233 RV3 D ---o.o 0.0 0.0 0.0 0.0 o.o 0.0 0.0 ~ .... D --- 0.0 0.0 o.o o.o 0.0 o.o 0.0 0.0 ~ .... •• Transition Type O.X=Shortway 1.X = Lenglhen X.1 lhruX.4= Number of cycleswhlln lenglhing Dayjicft Sayings QI!§ If set 10 aa zeros. standard dates will be used. Page 5 (of9) !Transition Type I 0.3 J<C/5+1+9> TBC Transition !Hawk Select II O ~/1+0+4> Hawk Select 200 = Mid-Block, 201 = Hawk !Address I O l<C/1+0+6> Select Parity O <C/1 +0+5> AB3418 Comm 2 O = No Parity. 1 = Even Beain Month Begin Week End Month End Week 3 2 11 1 <C/5+2+A> <C/5+2+8> <C/5+2+C> <C/5+2+O> --,-----=--Daylight Savings Time Time B4 Yellow 0.0 <F/1+C+E> Phase Number 0 <F/1+C+F> Advance Warning Beacon • Sign 1 Time 84 Yellow 0.0 · Phase Number 0 <F/1 +D+F> Advance Warning Beacon • Sign 2 I Offset Time I 0 l<C/5+2+E> Max Cycle Time 0 <C/5+2+F> Yellow Yield Coordination 12345678 !Omit Alarm I 12345678 !<C/5+F+O> Local Alarm Disable Revision: 60322 • • • • •• • (") ='-a: ~ ::, INTERSECTION: College & Plaza/Haymar (/)- "ti C Q) r,/umn Numws -> 0 1 2 3 iil a. C1 Pin iii" Rowl (1) OetfClor Name Number Attributes Phase<s) Assian 0 Q) 0 39 45 7 2 123 '< 1 40 45 7 6 123 (") 2 Q) iil 3 -I 41 45 7 4 123 42 45 7 8 123 ► 4 43 45_7 _ _ 2 123 )> 5 "O 44 45 7 6 123 6 "O (1) 45 45 7 4 123 ::, 7 a. x· 8 46 45_7_ 8 123 47 7 2 123 I 48 7 6 123 A 49 7 4 123 i 50 7 8 123 c 55 45 7 5 123 D 56 45 7 1 123 E 57 45 7 7 123 F 58 45 7 3 123 4 5 8 I 1 C1 Pin Row DetfCIOf Nama Number -Attributes Phase(s) Assian 0 59 45 7 5 123 1 60 45 7 1 123 2 61 45 7 7 123 ! 62 45 7 3 123 4 63 45 7 2 123 5 64 45_7_ 6 123 6 65 45 7 4 123 7 66 45 7 8 123 i 67 2 2 123 i 68 2 6 123 A 69 2 4 123 i 70 2 8 123 c 76 45_7_ 2 123 "ti ~ Q) (C (1) CJ) 77 45 7 6 123 78 45_7_ 4 123 79 45 7 8 123 I\) a Detector Assignments <C+0+E=126> ~ "' 0 Printed on 10/13/2020 11 :52 AM 1 Delav 0.0 0.0 12.0. 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 2.0 0.0 2 Delay 0.0 0.0 0.0 3 Carry- over 3.3 3.0 0.0 0.0 3.3 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 Carry- over 0.0 0.0 0.0 Detector Attributes 1 = Ful Time Detay 2 = Pea Call 3= Ovar1ap 4 = eo....t • • Page 6 (of9) Ped / Phase / Overlap Column Numbers-> 1 2 3 Walk 0 0 0 Don't Walk 0 0 0 Phase Green 0 0 0 Phase Yellow 0 0 0 Phase Red 0 0 0 Overlap Green 0 0 0 Overlap Yellow 0 0 0 Overlap Red 0 0 0 4 5 I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 ~ ~ 1 2 3 i 5 i 7 Redirect Phase Outputs <C+0+E=127> !Cabinet Type I 0 !<El125+D+O> Enable Redirection (Enable Redirection = 30) Max OFF /minutes) Max ON (minutes) Chatter Fail Time 254 60 0 <D/0+0+1> <D/0+0+2> <D/0+0+4> -=o-e-tect--o-r-=F=-a""'il,....u-re.....,,M-=-o-n~itor Ped Ovlp Parent Ph Ped Ovto Phases RR1 Exit Phases Exel Ped/Ped Svc o l<E/125 I I o l<E/125 +0+1> <E/125+O+2> <E/125+O+3> +0+4> ""a"'" Row One-Shot 0.0 Ext. Timer 0 DELAY-A 0 DELAY-B 0 DELAY-C 0 DELAY-O 0 DELAY-E 0 DELAY-F 0 Delay Logic Times <C+0+D=0> (seconds) 9 i i c D E F 0.0 0.0 S=Extenslon Miscellaneous 0.0 0.0 0.0 0.0 0.0 0.0 12.0 0.0 0.0 0.0 0.0 0.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 <C+0+D=0> 6=T~3 7=Calling 8 =Anamata Det. Assignments 1 =Dat.Set 1 2 = Det. Set2 3=Det.Set3 4= S= 6 = Failure • Min Recall 7 = F aiiure -Max Recall 8 = Report on Failure Timing Sheet Version: 233 RV3 Revision: 60322 () :!. C: (D 3 V>- "'O D> iil a. 1n· (D CJ D> '< () D> iil -I j; )> u u (D :, a. x· "'O D> (0 (D Ol <,) Q. ~ ~ 0 • • •••• •• INTERSECTION: College & Plaza/Haymar Row 0 1 2 3 4 5 6 7 8 I A a C D E ¥ Row -0 1 2 3 4 5 i 7 ! I i i c ~ C ii Time .. 8 Dav of Week a: 00 :00 0 0 06: 30 4 A 23456 09 :00 6 A 1234567 14 :00 7 A 23456 20 :00 E A 1234567 15 :00 7 A 1 7 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 TOD Coordination <C+0+9=0.1> (Bank 1) j ~ Time Q. Dav of Week 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00: 00 0 0 TOD Coordination <C+0+9=0.2> (Bank 2) Printed on 10/13/2020 11 :52 AM .-,.... ts C Time ::, Dav of Week u. 06 :30 3 _23456_ 09 :00 3 1 7 19 :00 3 1234567 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00: 00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00: 00 0 00: 00 0 TOD <C+0+7=0.1> Function .--,-ll C Time ::, HolidayTvne LI.. 00 :00 0 00: 00 0 00 : 00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 Holiday <C+0+7=0.2> TOD Function Column4 Phases/Bits 1 1 <C+0+E=27> Column4 Phases/Bits >-!a 1 d .. HolidavTvoe >- 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 Holiday Dates <C+0+8=1 .1> (Bank 1) .. ~ it lll ~ 0 ~ ~ Holidav Tvne 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 <C+0+E=28> Holiday Dates <C+0+8=1.2> (Bank 2) Month Select: October = A, November = B, Decmber = C Timing Sheet Version: 233 RV3 • •• la Time a: ! Holiday TIIDEI 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00: 00 0 0 00 : 00 0 0 00 : 00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 Holiday Events <C+0+9=1 .1 > (Bank 1) j j Time Q. 0 HolidavTvne 00 :00 0 0 00 :OD 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 Holiday Events <C+0+9=1.2> (Bank 2) •• Page 7 (of9) T.O D Functions O= 1 = Red Lock 2 = Yellow lock 3 = Veh Min Recall 4 = Ped Recall 5= 6 = Rest In Walk 7 nRed Rest 8 = Double Entry 9 = Veh Max Recall A = Veh Soft Recall B=Maximum2 C = Conditional Service D = Free Lag Phe5e$ E = Bit 1 -Local Override Bit 4 -Disable Detector OFF MonitOr Bit 5 -Disable Low Priority Preempt Bit 6 -FY A Inhibit Bit 7 -Detector Count Mooitcf Bit 8 -Real Time Split Monitor F=Ou1pUtBits1111ru8 Plan Select 1 tllru 9 s CoordinatiOn Plan 1 lhru 9 14 or E = Free 15 or F = Flash Offstl Select A:OffsetA B=OffsetB C = OffsetC Revision: 60322 • • • •• () 2: a: CD 3 INTERSECTION: College & Plaza/Haymar (/)- "'C Q) iil C. 6 7 8 9 A iii" Row: CD Clear Time Ped Call Hold Advance 0 0 0 Q) '< 1 0 () 2 Q) 0 cil 3 -t 0 ► 4 0 )> 5 ""C 0 ""C I CD 0 :, 7 C. 0 x· 8 0 ! 0 A 0 a 0 c 0 D 0 E 0 F 0 Special Event Schedule -Table 1 8 7 8 9 A Row Clear Time Ped Call Hold Advance = 0 0 'i 0 2 0 ! 0 4 0 i 0 I 0 7 0 ! 0 9 0 'i 0 B 0 c 0 "'C ~ Q) <O CD en 0 0 0 -I>- ~ Special Event Schedule -Table 2 ~ -I>-0 Printed on 10/13/2020 11 :52 AM 8 C D Force Off Vehicle Call Permit Phases <C+O+E=27> B C D Force Off Vehicle Call Permit Phases <C+O+E=28> Timing Sheet Version: 233 RV3 • •• E F Ped Omit OulDut E F Ped Omit Qutnut Page 8 (of9} Notes: [TI<E!27+5+F> Limited Service Interval Notes: o=]<E/28+5+F> · Limited Service Interval Revision: 60322 (') :<: a: CD 3 CJ)- "'O Ill al a. ;;;· CD CJ Ill '< (') Ill ro --l ► )> "0 "0 CD ::, a. x· "'O Ill '° CD Ol 0, g, ~ .j:,. 0 ••• • •• INTERSECTION: College & Plaza/Havmar !Min Time (seconds) R 0 !<F/1+0+8> Min Green Before PE Force Off !Max Time (minutes) I 255 !<F/1+0+9> Max Preempt Time Before Failure !Min Time (seconds) D O !<F/1+0+A> Min Time Between Same Preempts (Does Not Apply To Railroad Preempt) !Low Pri. Channel I !<E/125+C+8> Disable Low Priority Channel Low Priorty 1 =ChamelA 2=Chamel8 3 • Channel C 4 E Channel D Printed on 10/13/2020 11 :52 AM ~ C Bus Headway 0 D Bus Defav 0 E MaxEar1yGm 0 F Max Gm Ext. 0 Prioritv Parameters <F/1 +A+Row> Row T 1 2 3 4 5 8 7 a i A B c D i F • • >, C: ; .Q "0 t5 Ill ~ CD Time :c i:5 Dav of Week 00 :00 0 0 00 : 00 0 0 00 :00 0 00: 00 0 00 :00 0 00 :00 0 00: 00 0 00 :00 0 00 :00 0 00: 00 0 00: 00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 Headway Schedule <C+0+9=2.1> Low Priority Preemption (Bus Priority) Page 9 (of9) Headway Time {minutes) 1 thru9=1 thru9 A= 10 8•11 C= 12 D = 13 E= 14 F = 15 Note: Also see "Time of Day Functions", Function E, Bit 5 {Disable Low Pnorrty) Timing Sheet Version: 233 RV3 Revision: 60322 (") "2": a: (1) 3 IJl- "tJ Ill til a. iii" (1) CJ Ill '< (") Ill cil -I )> ► "O "O (1) :, a. x· "ti Ill IO (1) a, a, 0 -~ .i,. 0 Row = D 1 2 i 4 ! 6 7 8 i A B ~ ~ • • • • • 1NTER§ECT10N: couega & Lake/Marron Group Assignment: NONE Field Master Assignment: NONE System Reference Number: 104 Change Record Chan= DrooNumber Zone Number Area Number Area Address Bv Date 17 <C+0+ <C+0+ 1 <C+0+ 104 <C+0+ Sertll:COM19: 0> 1> 2> 3> Chance By Date N/S Street Name: Not Assigned E/W Street Name: Not Assigned Notes: Max Initial Red Revert • 20 2.0 QuicNet Channel armefll !(OuicNet) ranual Plan H<C+A+1> Manual Offset <C+B+1> Communication Addresses Manual Selection All Red Start 5.0 <F+0+E> <F+0+F> <F+C+0> """s"""ta"'"'rt""/.,.::R::-Cec.cve____,rta..,T~i.;..;;.m___,es Phase Column NumNrS -> 1 2 3 4 5 I PllaStl Narm,s -> Ped Walk 0 7 0 7 0 7 Ped FDW 0 16 0 24 0 16 Min Green 5 10 5 10 5 10 Tvoe 3 Limit 0 99 0 99 0 99 Added Initial 0.0 2.0 0.0 0.0 0.0 2.0 Veh Extension 3.0 4.0 3.0 4.0 3.0 4.0 Max Gao 3.0 5.0 3.0 5.0 3.0 5.0 Min Gap 3.0 2.0 3.0 2.0 3.0 2.0 Max Limit 20 40 20 20 30 40 Max Limit2 30 70 30 70 30 70 ..... --.. 0 0 0 0 0 0 Call To Phase 0 0 0 0 0 0 Reduce By 0.0 0.1 o.o 0.1 0.0 0.1 Reduce Every 0.0 1.0 0.0 1.0 o.o 1.0 Yellow Chanoe 4.1 4.8 3.6 4.3 4.1 4.8 Red Clear 1.0 1.0 1.0 1.0 1.0 1.0 Phase Timing • Bank 1 T 8 0 7 0 24 5 10 0 99 0.0 o.o 3.0 4.0 3.0 5.0 3.0 2.0 30 20 30 70 0 0 0 0 0.0 0.1 0.0 1.0 3.6 4.3 1.0 1.0 <F Page> [TI RR-1 Delay 0 RR-1 Clear 10 EV-ADelav 0 EV-A Clear 5 EV-B Delay 0 EV-BClear 5 EV-C Delay 0 EV-CClear 5 EV-D Delay 0 EV-DClear 5 RR-2 Delav 0 RR-2Clear 10 View EV Dfllay --- View EV Cl..-... View RR o.tay --- View RR Cle¥ --- Permit Red Lock Yellow Lock MinRecan Ped Recall V",ewS•tP911$ Rest In Walk Red Rest DualEntrv Max Recall Soft Recall Max2 Cond. Service Man Cntrl Cans Yellow Start First Phases F 12345678 _2 6 ---·· _2_4_6_8 2 6 3 7_ ~ 0 1 2 3 'i i I 7 i i A B c D i F Preempt Timing Phase Functions <F Page> Printed on 10/5/2020 10:29 AM Timing Sheet Version: 200 SA & CA • • •• • PaQe 1 (of 5) Last Database Change: 81812017 10:53 Manual Plan 0 = Automatic 1.9 • Plan 1,9 14 • Ftee 15 • Flash ManualOffset 0 • Automatic 1 • Offset A 2 • Offset B 3 •Olfset C Revision: 10430 (") ~ a: (1) 3 (/)- INTERSECTION: College & Lake/Marron lJ Ill iil a. Column Numbers -> 1 2 iii" Row (1) Plan Name-> CJ 0 Ill Cvcle Lenath 100 100 '< 1 Phase 1 -ForceOff 55 60 (") 2 Ill Phase 2 -ForceOff 0 0 iil 3 -I ' s;: Phase 3 -ForoeOff 20 15 Phase 4 -ForceOff 40 40 )> 5 "O Phase 5 -ForceOff 55 60 ' "O (1) Phase 6 -ForceOff 0 0 :, 7 a. Phase 7 -ForceOff 20 15 x· ! Phase 8 -ForceOff 40 40 • Rini::i Offset 0 0 ~ Offset 1 0 0 B Offset 2 0 0 c Offset 3 0 0 ii Permissive 12 12 E Hold Release 255 255 F Zone Offset 0 0 -Row -Column Numbers-> E .! Exclusive Phases 1 RR-1 Clear Phases .! RR-2 Clear Phases 3 RR-2 Limited Service ' Prot I Perm Phases ! Overlap A • Green Omit ' Overlap B -Green Omit 7 Overlao C -Green Omit 8 Overlap O -Green Omit • Overlao Yellow Flash A EV-A Phases _2 5 B EV-B Phases ' 7 £ EV-C Phases 1 6 ~ EV-D Phases 3 8 lJ ~ Ill (C Extra 1 Confia. Bits 1 ' IC Select (Interconnect) _2 (1) 0, Configuration <E Page> -..J 0 -~ ~ 0 Printed on 10/5/2020 10:29 AM Plan 3 4 5 100 100 100 60 63 60 0 0 0 20 25 20 40 40 40 60 61 60 0 0 0 20 25 20 40 40 40 0 0 0 0 0 0 0 0 0 0 0 0 12 12 12 255 255 255 0 0 0 Coordination F RR Overlap A -Phases RR Overlap B • Phases RR Overlap C -Phases RR Overlap O -Phases Ped2P _2 Ped6P 6 Ped4P ' Ped8P 8 Yellow Flash Phases Overlap A -Phases Overlap B -Phases Overlap C -Phases Overlap O -Phases Restricted Phases Assian 5 Outouts Configuration <E Page> 8 100 61 0 25 40 63 0 25 40 0 0 0 0 12 255 0 <CPage> Exl[1I 1 Flags 1 =T8C Type 1 7 100 65 0 25 40 65 0 25 40 0 0 0 0 12 255 0 2 = NEMA Ext. Coord 3 • Auto Oaytight Savings 4 -. EV Advance 5= 6 = Speci91 Event 7 = Prelimed Operation 8 = Split Ring Operation Assiq, 5 Outputs (Ped L.oadswitch Yellows) 1 = Rig,! Tum Overt.p 2=TOOOu!puls 3 = EV Beacon -Steady 4 = EV Beacon • Flashing 5 = Special Event Ou1ptJts 6•Phase3&7Ped 7 = Advanced Warning Sign 8= Timing Sheet Version: 200 SA & CA 8 • 100 100 65 65 0 0 25 25 40 40 65 65 0 0 25 25 40 40 0 0 0 0 0 0 0 0 12 D 255 0 0 0 Row r 1 ! 3 .! ! ! 7 8 i A B £ D ! F I Force-Off Adjust I 0 Coord Force-Off Adjust for Ped Service <C+D+F> !Transition Type D 0 TBC Transition <C+O+D> Transition Type 0 = Shortway Non-zero " Lengthen IC S,nct Flegs , = 2 = Modem 3 = 7-Wire Slave 4 •Flash/ Free 5= 8 = Simplex Master 7 = 7-Wire Master 8 = Offset lnlemJpler Page 2(of 5) (* = Coordination Recall) E Plan 1 -Svnc 2 6 Plan 2-Svnc 2 6 Plan 3-Sync 2 6 Plan 4-Svnc 2 6 Plan 5-Svnc 2 6 Plan 6-Sync _2 6 Plan 7-Svnc 2 6 Plan 8-Sync 2 6 Plan 9-Sync 2 6 C'.oord PAd * NEMAHold Sync Phases <C Page> F Free Lag _2_, 6 8 Plan 1 -Laa 2 4 6 8 Plan 2-Lag _2_,_6_:e Plan 3-Lag _2 4 6 8 Plan 4-L..aa 2 4 6 8 Plan 5-Laa _2_,_6_8 Plan 6-Laa 2 4 6 8 Plan 7 -Laa 2 4 6 8 Plan 8-Laa _2_,_6_8 Plan 9-L..aa 2 4 6 8 I r.nntrl Max ,. Coord 1 "'"' * Lag Phases <C Page> Row 0 1 2 3 'i ! ! ! ! I A ! ~ D E F Row r 1 2 3 'i 5 ! 7 ! !. A i c ii ! F Revision: 10430 () ::!: a: (1) 3 "'- lJ Dl iil C. (ii" (1) CJ Dl '< () Dl ro -t ► )> "O "O (1) ::, C. x· lJ Dl <a (1) CJ) CD ~ ~ 0 •• • lNIERSECTION: College & Lake/Marron Row 0 1 2 3 4 5 • 7 • ! A B c !! E F --C 1i Time ~ ~ Dav of Week 00 ·00 0 0 00 00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 00 0 0 00 00 0 0 00 00 0 0 00 00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 .00 0 0 00 :00 0 0 TOD Coordination <9 Key with C+D+9=0> Ploo SQ!ect 1 thru 9 = Coordination Plan 1 thn.19 14orE = Free 15 or F = Flash OIJsetSelect A= OffsetA B=OffsetB C = OffsetC Printed on 10/5/2020 10:29 AM Time 'i => DavofWeek 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 ;00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 00 :00 0 TOD-Function <7 Key> I Q P functions 0 a Permitled Phases 1 = Rad Lock 2 • Yalow Lock 3 • Vflkl Min RecaD 4 = PadRecal 5= e. Rest In Walk 7=RedR•t 8 = Double enciy 9 = Veh Max Recall A a Veil $oft Recall B = Maxlmum2 C = Conditional Service D = Free Lag Phases E = Bit 1 • Local Override Bit 2 -Phase Bank 2 Bit 3 • Phase Bank 3 Bit 4 • Disable Detector OFF Monitor ColumnF Phases/Bits <OPage> Bit 7 • Detector Count Mon~or Bit 8 • Real ime SplH Monitor F • Qu1i,ul Bits 1 thru 4 - Time f ~ Dav of Week 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 00 :00 0 0 Holiday# 1 TOD Coordination <9 Key with C+D+9=1 > Month§etect 1 = January 2 • February 3 • March 4=April 5=May 6= June 7 = July &=August 9 z September A a October 8 •November C • December Timing Sheet Version: 200 SA & CA • -i C Time 1i Dav of Week Time 00 :00 0 0 00 00 00 :00 0 0 00 00 00 :00 0 0 00 00 00 :00 0 0 OO ·OO 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 00 :00 0 0 00 :00 Holiday# 2 Page 3 (of 5) --C ~ .!! Dav of Week Q. Row 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 floliday#3 r 1 2 3 4 ! 6 7 ! ! ~ ! ~ D i F TOD Coordination <9 Key with C+D+9=2> TOD Coordination <9 Key with C+D+9=3> ; >, 11:J C Holiday # 1 Date 0 Holiday # 2 Date 0 Holiday # 3 Date 0 Holiday Oates <8 Key> ... = CII C ~ ~ 0 0 0 0 0 0 1~•fW~1 Revision: 10430 0 ~ a: (D 3 (/)- lJ Ql iil a. iii. (D 0 Ql '< 0 Ql cil -t )> )> -0 -0 (D :::, a. x· lJ Ql IC (D a, <.O ~ ~ .i:,. 0 Row' -0 1 2 3 i 5 8 ! 8 i A i ~ D i F ~ 0 1 2 3 i 5 8 7 i i i a c ~ •• •• INTERSECTION; CoUeae & Lake/Marron 1 3 Carry-Detector 332 Input Detector Oelav over Name File Number 0.0 0.0 1-1 14 o.o 0.0 l-2U 1 0.0 0.0 I-2L 5 o.o 0.0 I-3U 21 o.o 0.0 I-3L 25 0.0 0.0 1-4 9 0.0 0.0 1-5 16 0.0 0.0 l-6U 3 0.0 0.0 l-6L 7 o.o 0.0 I-7U 23 o.o 0.0 1-7L 27 o.o 0.0 1-8 11 o.o 0.0 I-9U 18 0.0 0.0 1-9L 20 ---··------------------------- 2 .. Carry-Detector 332 Input Detector Delay over Name File Number 0.0 0.0 J-1 13 0.0 0.0 J-2U 2 0.0 0.0 J-2L 6 0.0 0.0 J-3U 22 o.o o.o J-3L 26 0.0 o.o J-4 10 0.0 0.0 J-5 15 0.0 0.0 J-6U 4 o.o 0.0 J-6L 8 0.0 0.0 J-7U 24 o.o 0.0 J-7L 28 0.0 o.o J-8 12 o.o 0.0 J-9U 17 0.0 0.0 J-9L 19 . --------. ------------------. - Detector Delay & Carryover <D PaAe> Printed on 101512020 10:29 AM i Row r B c D E F ~ 0 1 2 3 i ! • 1 8 • 9 Green Clear Overlap A 0.0 Overlao B 0.0 Over1aoC o.o Over1aoD o.o Overlap Timing <F PaAe> Detector Numbers E 1 2 3 4 5 6 7 8 12345678 9 10 1112 ----1234 13 14 15 16 171819 20 12345678 ----21 22 23 24 5678 --------1234 -25 26 27 28 ---2345 __ ,&. ____ --•--•----- 0 Detector Number Svstem Det. # 1 0 System Oet. # 2 0 Svstem Oet. # 3 0 Svstem Oet. # 4 0 System Det. # 5 0 System Det. # 6 0 System Det. # 7 0 Svstem Det. # 8 0 System Detectors <D PaAe> C D Yellow Red Chanae Clear 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 Note: Initialized clara is for aH detectors to be active (ie, an Rag bits set). A Detector which is ·not flagged", will not be active as a Phase Detector, and Will NOT call or extend its associatlld phase. M will Still function as a System Detector I Max ON (minutes) II 5 l<D+A+E> Max OFF (minutes) 60 <D+A+F> Detector Failure Monitor Timing Sheet Version: 200 SA & CA ••• Page 4(of 5) 0 Load- Switch# 0 0 0 0 <D Page> Phase Number 0 <F+C+1> Time Before Yellow 0.0 <F+C+3> Advance Warning Beacon -Sign 1 Phase Number 0 <F+D+1 > Time Before Yellow 0.0 <F+D+3> Advance Warning Beacon -Sign 2 Long Failure 0.0 <F+0+6> Short Failure 0.0 <F+0+7> Power Cycle Correction (Default = o.s> !Disable Parity I o !<D+B+O> Dial-Up Telephone Communications (If set to a nan-zero value, parity wil be disabled) Revision: 10430 () :!: a: CD 3 1/)- lJ QI iil a. iii' CD 0 QI '< () QI cil -l s; ► 'O 'O CD :, a. x· lJ QI (0 CD -.J 0 a ~ .i,. 0 • • •••• INTERSECTION: College & Lake/Marron Row T 1 2 ! 4 5 ! ! 8 ! A a ~ D E F Column Numbers -> Phllu Names -> Ped Walk Ped FDW Min Green Type 3 Limit Added Initial Veh Extension Max Gap Min Gap Max Limit Max Limit2 ...... ---... Call To Phase Reduce By Reduoe Every Yellow Change Red Clear 7 8 R= Delay !.J Only-> Time 0 Dwell --- 1 2 3 4 .! ! 7 E-I Limtted 9 SeMce A Int.-> ! C D ! F 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 1 0 0 3 0 0.0 0.5 0.5 0.5 17 30 0 0 0.1 1.0 3.0 0.0 Printed on 10/5/2020 10:29 AM Phase 2 3 4 5 7 0 7 0 10 0 10 0 7 3 7 3 0 0 0 0 1.2 o.o 1.2 o.o 3.5 0.5 3.5 0.5 s.o 0.5 5.0 0.5 2.0 0.5 2.0 0.5 40 17 40 17 70 30 70 30 0 0 0 0 0 0 0 0 0.1 0.1 0.1 0.1 1.0 1.0 1.0 1.0 4.0 3.0 4.0 3.0 0.5 o.o 1.0 o.o Phase Timing • Bank 2 I A Hold Advance ------ • 7 10 7 0 1.2 3.5 5.0 2.0 40 70 0 0 0.1 1.0 4.0 0.5 •• Phase 1 8 Column Numb¥s -> 1 2 3 4 5 I 1 8 Phase Names -> 0 7 Ped Walk 0 7 0 7 0 7 0 7 0 10 Ped FDW 0 10 0 10 0 10 0 10 3 7 Min Green 3 7 3 7 3 7 3 7 0 0 Tvoe 3 Limit 0 0 0 0 0 0 0 0 o.o 1.2 Added Initial 0.0 1.2 0.0 1.2 0.0 1.2 0.0 1.2 0.5 3.5 Veh Extension 0.5 3.5 0.5 3.5 o.s 3.5 0.5 3.5 0.5 5.0 Max Gap 0.5 5.0 0.5 5.0 0.5 5.0 0.5 5.0 0.5 2.0 Min Gap 0.5 2.0 0.5 2.0 0.5 2.0 0.5 2.0 17 40 Max Limit 17 40 17 40 17 40 17 40 30 70 Max Limit2 30 70 30 70 30 70 30 70 0 0 ------0 0 0 0 0 0 0 0 0 0 Call To Phase 0 0 0 0 0 0 0 0 0.1 0.1 Reduce By 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 1.0 1.0 Reduce Every 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 3.0 4.0 Yellow Change 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0 o.o 1.0 Red Clear 0.0 0.5 0.0 1.0 0.0 0.5 0.0 1.0 <F Page> Phase Timing -Bank 3 <FPage> B C D E F Force Off VehideCall Permit Phases Ped Omit Outnut --------------- Special Event Schedule <C Page with F+9+F=22> Timing Sheet Version: 200 SA & CA • ••• R=i 0 1 2 ! 4 5 I 7 ! • ! B .£ D E F Row == ! 1 i 3 4 5 6 7 ! I Page 5(of5) ~ <-Limited Service Interval _ (Set Dwell • 255) E F Revision 10430 . • AppendixF • • • • • Existing Intersection lOS Calculations Childern's Paradise Day Care TIA Appendix Page 71 of 140 • • • • • AM Existing 1: Colle~e Blvd & SR-78 EB Off-Rame .,> "t t 81111 Ell EBR NBT Lane Group Flow (vph) 588 255 925 Act Effct Green (s) 23.8 23.8 64.9 Actuated g/C Ratio 0.24 0.24 0.65 v/c Ratio 0.72 0.67 0.22 Control Delay 39.8 41.5 3.7 Queue Delay 0.0 0.3 0.1 Total Delay 39.8 41.8 3.8 LOS D D A Approach Delay 40.4 3.8 Approach LOS D A Queue Length 50th (ft) 178 143 27 Queue Length 95th (ft) 214 208 37 Internal Link Dist (ft) 605 170 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1424 661 4156 Starvation Cap Reductn 0 0 1942 Spillback Cap Reductn 0 92 0 Storap cap Reductn 0 0 0 Reduced v/c Ratio 0.41 0.45 0.42 at.-.tiN Cycle Length, 100 Actuated Cycle Length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.72 Intersection Sipal Delay, 15.1 Intersection Capacity Utilization 42.7% Analysis Period (min) 15 LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Queues ! SBT 1670 64.9 0.65 0.34 8.6 0.0 8.7 A 8.7 A 106 153 214 4893 0 696 0 0.40 Intersection LOS, B ICU Level of Service A Page 72 of 140 AM Existing 1: Colleae Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ~ "t ~ t ! ~ Mll¥tllllllt Ell EBR Nil NBT SBT SBR Lane Configurations lf "j .,, tttt ttttt Traffic Volume (velv'h) 541 235 0 851 1536 0 Future Volume (velv'h) 541 235 0 851 1536 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Aow, veWn 1870 1870 0 1870 1870 0 • Adj Aow Rate, velv'h 588 255 0 925 1670 0 • Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 • Cap, velv'h 737 338 0 4335 5104 0 • Arrive On Green 0.21 0.21 0.00 0.22 0.67 0.00 Sat Aow, velv'h 3466 1585 0 6958 8286 0 • Grp Volume(v), vel\,'h 588 255 0 925 1670 0 Grp Sat Aow(s),veWn 1728 1585 0 1609 1515 0 Q Serve(g_ s), s 16.1 15.1 0.0 11.7 9.2 0.0 Cycle Q Clear(g_ c), s 16.1 15.1 0.0 11.7 9.2 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), velv'h 737 338 0 4335 5104 0 V/C Ratio(X) 0.80 0.75 0.00 0.21 0.33 0.00 Avail Cap(c_a), velv'h 1434 658 0 4335 5104 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.95 1.00 0.00 Uniform Delay (d), s/Veh 37.3 36.9 0.0 17.2 6.8 0.0 Iner Delay (d2), s/Veh 2.0 3.4 0.0 0.1 0.2 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 6.9 6.1 0.0 5.1 2.7 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 39.3 40.3 0.0 17.4 7.0 0.0 LnGrp LOS D D A B A A Approach Vol, velv'h 843 925 1670 Approach Delay, s/Veh 39.6 17.4 7.0 Approach LOS D B A , __ 2 4 & Phs Duration (G+Y+Rc), s 74.2 25.8 74.2 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s {1.2 41.5 {1.2 • Max Q Clear Time (g_c+ll), s 13.7 18.1 11.2 Green Ext Time (p _ c), s 7.8 3.2 17.6 • nterwtiln • HCM 6th Ctrl Delay 17.8 • HCM 6th LOS B • • LOS Engineering, Inc . • Childern's Paradise Day Care TIA Appendix Page 73 of 140 • • • • • • • • • • • • • • • • • • AM Existing 2: Colle~e Blvd & Halmar Dr/Plaza Dr ..> --+ f !!DI Gll!!I! EBL EBr WBL Lane Group Flow (vph) 85 70 134 Act Effct Green (s) 18.0 11.0 10.4 Actuated WC Ratio 0.18 0.11 0.10 v/c Ratio 0.27 0.33 0.73 Control Delay 37.6 35.1 66.8 Queue Delay 0.0 0.0 0.0 Total Delay 37.6 35.1 66.8 LOS D D E Approach Delay 36.5 Approach LOS D Queue Length 50th (ft) 43 34 84 Queue Length 95th (ft) 101 64 #169 Internal Link Dist (ft) 470 furn Bay length (ft) 90 140 Base Capacity (vph) 332 439 192 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage cap Reductn 0 0 0 Reduced v/c Ratio 0.26 0.16 0.70 I ntlrSlctlN SIRlary Cycle Length, 100 Actuated Cycle Length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.80 Intersection Signal Delay, 35.6 Intersection Capacity Utilization 60.8% Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles . LOS Engineering, Inc . Childern's Paradise Day Care TIA Appendix ~ WBT 12 9.9 0.10 0.07 37.4 0.0 37.4 D 32.4 C 7 21 1510 439 0 0 0 0.03 Queues 4-... "'\ t I"' '-. + WBR N NIT NBR SBL SIT 234 35 608 Ml 592 1330 27.8 6.8 36.3 47.4 21.6 55.9 0.28 0.07 0.36 0.47 0.22 0.56 0.43 0.29 0.33 0.29 0.80 0.48 12.4 50.8 26.5 3.6 58.8 11.9 0.0 0.0 0.0 0.0 53.1 0.2 12.4 50.8 26.5 3.6 111.9 12.1 B D C A F B 21.1 42.8 C D 48 21 104 0 197 134 70 54 169 49 267 158 1501 170 130 100 558 121 1844 869 783 2795 0 0 0 0 306 537 0 0 0 0 0 0 0 0 0 0 0 0 0.42 0.29 0.33 0.28 1.24 0.59 Intersection LOS, D ICU Level of Service B Page 74 of 140 AM Existing 2: Colle~e Blvd & Halmar Dr/Plaza Dr HCM 6th Signalized Intersection Summary .,> --+ -. 'f +-~ "\ t I" '. + ~ Ell EBJ EBR WIL WBJ WBR NIL NBJ BR SBC Slf SIR Lane Configurations ~ ~ ~ t 7' ~ ttt 7' ~~ tt~ Traffic Volume (veh/h) 78 49 16 123 11 215 32 559 227 546 1110 113 Future Volume (veh/h) 78 49 16 123 11 215 32 559 227 546 1110 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.98 1.00 0.97 Parting Bus, 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 Work Zone On Approach No No No No Adj Sat Row, vetvMn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 • Adj Row Rate, veh/h 85 53 17 134 12 234 35 608 Ml 592 1207 123 • Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 • Cap, veh/h 109 168 54 164 274 525 44 1844 705 658 2470 252 • Arrive On Green 0.06 0.13 0.13 0.09 0.15 0.15 0.02 0.36 0.36 0.38 1.00 1.00 Sat Row, veh/h 1781 1340 430 1781 1870 1523 1781 5106 1548 3466 4691 478 Grp Volume(v), veh/h 85 0 70 134 12 234 35 608 247 592 876 454 Grp Sat Row(s),vetvMn 1781 0 1770 1781 1870 1523 1781 1702 1548 1728 1702 1765 Q Serve(g_ s), s 4.7 0.0 3.6 7.4 0.6 12.0 2.0 8.6 10.4 16.1 0.0 0.0 Cycle Q Clear(g_ c), s 4.7 0.0 3.6 7.4 0.6 12.0 2.0 8.6 10.4 16.1 0.0 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), veh/h 109 0 222 164 274 525 44 1844 705 658 1793 930 V/C Ratio(X) 0.78 0.00 0.32 0.82 0.04 0.46 0.79 0.33 0.35 0.90 0.49 0.49 Avail Cap(c _ a), veh/h 183 0 425 194 441 661 110 1844 705 7fj7 1793 930 H CM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.93 0.93 0.93 0.93 0.93 0.93 Uniform Delay (d), s/Veh 46.3 0.0 39.8 44.6 36.7 26.0 48.5 23.2 17.8 30.1 0.0 0.0 Iner Delay (d2), s/Veh 11.4 0.0 0.8 20.3 0.1 0.6 24.4 0.4 1.3 11.9 0.9 1.7 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackDfQ(50%),veMn 2.4 0.0 1.6 4.2 0.3 4.4 1.2 3.5 3.9 6.2 0.2 0.4 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 57.6 0.0 40.6 64.8 36.7 26.6 72.9 23.6 19.1 42.0 0.9 1.7 LnGrp LOS E A D E D C E C B D A A Approach Vol, veh/h 155 380 890 1922 Approach Delay, s/Veh 50.0 40.4 24.3 13.7 Approach LOS D D C B ~----PIii 2 3 4 6 & 1 a Phs Duration (G+Y+Rc), s 25.1 41.9 14.3 18.6 8.6 58.5 12.2 20.7 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setting (Gmax), s 21.9 20.1 10.9 24.0 6.2 35.8 10.3 23.6 • Max Q Clear Time (g_ c + 11), s 18.1 12.4 9.4 5.6 4.0 2.0 6.7 14.0 Green Ext Time (p _ c), s 0.9 3.1 0.0 0.3 0.0 11.9 0.0 0.6 • • !ntlnlctlln su-, HCM 6th Ctrt Delay 21.2 HCM 6th LOS C • User approved pedestrian interval to be less than phase max green . • LOS Engineering, Inc . • Childern's Paradise Day Care TIA Appendix Page 75 of 140 • • • • • • • • AM Existing 3: Colle~e Blvd & Marron Rd/Lake Blvd ,> -+ t µn1 Grt!!(! Ell EBf EBR Lane Group Flow (vph) 202 46 143 Act Effct Green (s) 11.6 13.7 13.9 Actuated g/C Ratio 0.16 0.18 0.19 v/c Ratio 0.38 0.13 0.40 Control Delay 35.1 28.7 14.1 Queue Delay 0.0 0.0 0.0 Total Delay 35.1 28.7 14.1 LOS D C B Approach Delay 26.7 Approach LOS C Queue Length 50th (ft) (I 20 23 Queue Length 95th (ft) 97 (I 62 Internal Link Dist (ft) 627 Tum Bay Length (ft) 350 Base Capacity (vph) 636 824 357 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage cap Reductn 0 0 0 Reduced v/c Ratio 0.32 0.06 0.40 ntlnlctlln Cycle Length, 100 Actuated Cycle Length, 74.2 Control Type, Actuated-Uncoordinated Maximum v/c Ratio, 0.74 Intersection Signal Delay, 25.0 Intersection Capacity Utilization 60.4% Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles . LOS Engineering, Inc . Childern's Paradise Day Care TIA Appendix 'f +-'- WBL WBf WBR 266 87 229 17.9 16.5 19.9 0.24 0.22 0.27 0.62 0.21 0.48 38.1 26.2 14.7 0.0 0.0 0.0 38.1 26.2 14.7 D C B 27.1 C 122 35 48 #319 73 103 707 100 100 454 914 482 0 0 0 0 0 0 0 0 0 0.59 0.10 0.48 Intersection LOS, C ICU Level of Service B Queues ~ t I" \. + ~ Nil NBf NII Sil SBf SBI 79 534 143 162 822 252 5.4 22.4 41.5 6.4 23.3 74.2 0.07 0.30 0.56 0.09 0.31 1.00 0.32 0.35 0.15 0.55 0.74 0.16 42.4 22.8 2.8 46.1 29.6 0.2 0.0 0.0 0.0 0.0 0.0 0.0 42.4 22.8 2.8 46.1 29.6 0.2 D C A D C A 21.0 25.8 C C 19 71 0 40 181 0 50 137 31 #107 #366 0 207 1501 160 160 300 1 249 1B72 958 293 1348 1558 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.32 0.29 0.15 0.55 0.61 0.16 Page 76 of 140 AM Existing 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary ~ ........ \' 'f ~ ' "" t I" \.. + ~ ent Ell EBT EBR WBl WIT WBR Nil NIT NBR Sil SIT SBR Lane Configurations "'i"'i t .,, "'i t .,, "'i"'i ttt .,, "'i"'i tt .,, Traffic Volume (veh/h) 186 42 132 246 80 211 73 491 132 149 756 232 Future Volume (veh/h) 186 42 132 245 80 211 73 491 132 149 756 232 Initial a (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 • Adj Flow Rate, veh/h 202 46 143 266 87 229 79 534 143 162 822 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 • Cap, veh/h 302 356 378 312 521 542 189 1427 709 244 1050 Arrive On Green 0.09 0.19 0.19 0.18 0.28 0.28 0.05 0.28 0.28 0.07 0.30 0.00 Sat Aow, veh/h 3466 1870 1533 1781 1870 1543 3466 5106 1543 3466 3554 1585 Grp Volume(v), veh/h 202 46 143 266 87 229 79 534 143 162 822 0 Grp Sat Aow(s),veMvln 1728 1870 1533 1781 1870 1543 1728 1702 1543 1728 1m 1585 a Serve(g_ s), s 4.1 1.5 5.7 10.6 2.6 8.3 1.6 6.2 4.1 3.3 15.5 0.0 Cycle a Clear(g_ c), s 4.1 1.5 5.7 10.6 2.6 8.3 1.6 6.2 4.1 3.3 15.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veM, 302 356 378 312 521 542 189 1427 709 244 1050 V/C Ratio(X) 0.67 0.13 0.38 0.85 0.17 0.42 0.42 0.37 0.20 0.66 0.78 Avail Cap(c _ a), veh/h 614 792 736 399 879 837 241 1800 822 283 1297 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 32.4 24.6 23.0 29.3 20.0 18.2 33.5 21.2 12.0 33.1 23.6 0.0 Iner Delay (d2), s/Veh 2.6 0.2 0.6 13.2 0.1 0.5 1.5 0.2 0.1 4.6 2.6 0.0 Initial a Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 1.8 0.7 2.0 5.5 1.1 2.9 0.7 2.4 1.3 1.5 6.5 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 34.9 24.7 23.6 42.5 20.1 18.7 34.9 21.4 12.1 37.8 26.2 0.0 LnGrp LOS C C C D C 8 C C 8 D C Approach Vol, veh/h 391 582 756 984 A Approach Delay, s/Veh 29.6 29.8 21.0 28.1 Approach LOS C C C C 1 2 3 4 6 & 7 a 10.3 26.2 17.4 19.2 9.1 27.4 11.0 25.7 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 • Max Green Setting (Gmax), s 6.0 25.8 16.4 31.0 5.1 26.7 13.0 34.4 • Max Q Clear Time (g_c+ll), s 5.3 8.2 12.6 7.7 3.6 17.5 6.1 10.3 Green Ext Time (p _ c), s 0.0 3.9 0.3 0.7 0.0 3.8 0.4 1.3 • ntll'SICtiln • HCM 6th Ctrl Delay 26.7 HCM 6th LOS C • -• Unsignalized Delay for [SBR) is excluded from calculations of the approach delay and intersection delay . LOS Engineering, Inc . • • Childern's Paradise Day Care TIA Appendix Page 77 of 140 • PM Existing 1: Colle~e Blvd & SR-78 EB Off-Rame Queues ,> t t ! Ill GriU! EBL EBR NBT SBT lane Group Aow (vph) 642 411 1879 1680 Protected Phases 4 2 6 Permitted Phases 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 22.B 22.B Total Split (s) 58.0 58.0 62.0 62.0 Total Split(%) 48.3% 48.3% 51.7% 51.7% Maximum Green (s) 53.5 53.5 55.2 55.2 Yellow Time (s) 3.5 3.5 4.8 4.8 All-Red Time (s) 1.0 1.0 2.0 2.0 Lead/lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max v/c Ratio 0.58 0.80 0.50 0.38 Control Delay 35.5 47.5 4.7 14.5 Queue Delay 0.0 1.4 0.4 0.1 Total Delay 35.5 48.9 5.1 14.6 Queue Length 50th (ft) 212 284 78 163 Queue Length 95th (ft) 234 357 132 229 Internal Link Dist (ft) 605 170 214 Turn Bay Length (ft) 350 350 Base Capacity (vph) 1530 709 3753 4418 Starvation Cap Reductn 0 0 1200 0 Spillback Cap Reductn 0 144 0 BOO Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.42 0.73 0.74 0.46 Sanaary Cycle Length, 120 Actuated Cycle Length, 120 Offset, O (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 78 of 140 PM Existing 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ~ .. ' t + .,, llllllllt Ell EBR NBL NIT SIT SIR Lane Configurations °"i°"i .,, tttt ttttt Traffic Volume (veMt) 591 378 0 1729 1546 0 Future Volume (veMt) 591 378 0 1729 1546 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Aow, veMv'(n 1870 1870 0 1870 1870 0 Adj Aow Rate, veMt 642 411 0 1879 1680 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veMt 1027 471 0 3917 4611 0 Arrive On Green 0.30 0.30 0.00 0.41 0.61 0.00 Sat Aow, veMt 3466 1585 0 6958 8286 0 Grp Volume(v), vetv'h 642 411 0 1879 1680 0 Grp Sat Aow(s),veMv'(n 1728 1585 0 1609 1515 0 Q Serve(g_ s), s 19.2 29.5 0.0 25.8 13.4 0.0 Cycle Q Clear(g_ c), s 19.2 29.5 0.0 25.8 13.4 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veMt 1027 471 0 3917 4611 0 V/C Ratio(X) 0.63 0.87 0.00 0.48 0.36 0.00 Avail Cap(c_a), veMt 1541 707 0 3917 4611 0 HCM Platoon Ratio 1.00 1.00 1.00 0.67 1.00 1.00 Upstream Filter(() 1.00 1.00 0.00 0.56 1.00 0.00 Uniform Delay (d), s,tveh 36.4 40.0 0.0 21.5 11.8 0.0 Iner Delay (d2), s,tveh 0.6 7.4 0.0 0.2 0.2 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 8.2 12.4 0.0 10.5 4.4 0.0 Unsig. Movement Delay, s,tveh LnGrp Delay(d),s,tveh 37.0 47.5 0.0 21.8 12.0 0.0 LnGrp LOS D D A C B A Approach Vol, veMt 1053 1879 1680 Approach Delay, s,tveh 41.1 21.8 12.0 Approach LOS D C B JIM'-Assl&llllll'lls 2 4 I Phs Duration (G+Y+Rc), s 79.9 40.1 79.9 Change Period (Y +Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s 55.2 53.5 55.2 Max Q Clear Time (g_c+l1), s 27.8 31.5 15.4 • Green Ext Time (p_c), s 17.5 4.1 18.6 ntersectlNSulllllly HCM 6th Ctr1 Delay 22.6 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 79 of 140 PM Existing 2: Colle~e Blvd & Halmar Dr/Plaza Dr Queues ,,. --+ "f ,.._ '-~ t I" '. ! Grau Ell EBT WBL WIT WBR Nil NBT NBR SIL SBT lane Group Flow (vph) 110 97 203 11 473 35 1295 437 663 1434 Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 30.1 10.1 20.5 10.1 10.1 25.8 10.1 10.1 21.8 Total Split (s) 19.3 30.1 17.5 28.3 29.0 12.7 43.4 17.5 29.0 59.7 Total Split(%) 16.1% 25.1% 14.6% 23.6% 24.2% 10.6% 36.2% 14.6% 24.2% 49.8% Maximum Green (s) 13.2 24.0 12.4 22.2 22.9 6.6 37.6 12.4 22.9 53.9 Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.8 4.1 4.1 4.8 All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 1.0 1.0 2.0 1.0 Lead/Lag Lead lag Lead lag Lead Lead lag Lead Lead lag Lead-la& Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s) 4.0 4.0 4.0 Flash Dant Walk (s) 20.0 16.0 12.0 Pedestrian Calls ( #/hr) 5 5 5 v/c Ratio 0.30 0.48 1.12 0.08 0.91 0.34 0.75 0.53 0.75 0.49 Control Delay 44.6 50.3 121.3 48.3 52.7 62.8 39.1 11.9 61.7 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35.2 0.2 Total Delay 44.6 50.3 121.3 48.3 52.7 62.8 39.1 11.9 96.9 10.4 Queue Length 50th (ft) 70 64 -180 8 303 26 337 97 250 145 Queue Length 95th (ft) 144 106 #333 24 365 62 396 188 #408 164 Internal Link Dist (ft) 470 1510 1501 170 Turn Bay Length (ft) 90 140 130 100 Base Capacity (vph) 362 366 182 344 520 107 1724 823 888 2906 Starvation Cap Reductn 0 0 0 0 0 0 0 0 454 531 Spillback Cap Reductn 0 0 0 0 0 0 8 0 0 0 Storage Cap Reductn 0 0 0 0 0 D 0 0 0 0 Reduced V/C Ratio 0.30 0.27 1.12 0.03 0.91 0.33 0.75 0.53 1.53 0.60 •• Cycle Length, 120 Actuated Cycle Length, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6:SBT, Start of Green Control Type, Actuated-Coordinated -Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be lonpr. Queue shown is maximum after two cycles. LOS Engineering, Inc . • Childern's Paradise Day Care TIA Appendix Page 80 of 140 PM Existing 2: Colle~e Blvd & Ha~mar Dr/Plaza Dr HCM 6th Signalized Intersection Summary ,> -+ t 'f +-4.... "" t I" '-. ! .,' Miniiient Ell EBJ EBR WBl WIT WBI Nil NBJ NBR Sil SBJ SIR Lane Configurations ~ f+ ~ ; .,, ~ ;;; .,, ~~ ttf+ Traffic Volume (veh/h) 101 68 21 187 10 435 32 1191 402 610 1223 97 Future Volume (veh/h) 101 68 21 187 10 435 32 1191 402 610 1223 97 Initial Q (Qb), veh D D D D 0 D 0 D 0 D D 0 Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.97 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Aow Rate, veh/h 110 74 23 203 11 473 35 1295 437 663 1329 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 136 225 70 184 346 586 44 1773 701 659 2468 195 Arrive On Green 0.08 0.17 0.17 0.10 0.19 0.19 0.02 0.35 0.35 0.38 1.00 1.00 Sat Aow, veh/h 1781 1355 421 1781 1870 1532 1781 5106 1548 3466 4811 380 Grp Volume(v), veh,lh 110 D 97 203 11 473 35 1295 437 663 940 494 Grp Sat Aow(s),veMvln 1781 D ms 1781 1870 1532 1781 1702 1548 1728 1702 1787 0 Serve(g_ s), s 7.3 0.0 5.8 12.4 0.6 22.2 2.3 26.6 25.9 22.9 0.0 0.0 Cycle O Clear<,;_ c), s 7.3 0.0 5.8 12.4 0.6 22.2 2.3 26.6 25.9 22.9 0.0 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 136 0 295 184 346 586 44 1m 701 659 1746 917 V/C Ratio(X) 0.81 0.00 0.33 1.10 0.03 0.81 0.79 0.73 0.62 1.01 0.54 0.54 Avail Cap(c_a), veh/h 196 D 355 184 346 586 98 1m 701 659 1746 917 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(!) 1.00 0.00 1.00 1.00 1.00 1.00 0.59 0.59 0.59 0.88 0.88 0.88 Uniform Delay (d), s,tveh 54.6 0.0 44.1 53.8 40.1 33.8 58.2 34.3 25.2 37.1 0.0 0.0 Iner Delay (d2), s/Yeh 14.0 0.0 0.6 69.6 0.0 7.8 15.1 1.6 2.4 26.3 1.0 2.0 Initial Q Delay(d3),s/Yeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackDfQ(50%),veMn 3.8 0.0 2.6 9.1 0.3 13.5 1.2 11.2 9.9 10.3 0.3 0.5 Unsig. Movement Delay, s,/Yeh LnGrp Delay(d),s/Yeh 68.6 0.0 44.8 123.4 40.1 41.6 73.3 35.8 27.7 63.4 1.0 2.0 LnGrp LOS E A D F D D E D C F A A Approach Vol, veh/h 207 687 1767 2097 Approach Delay, s/Yeh 57.4 65.7 34.6 21.D Approach LOS E E C C •-Aiiliiil 1 2 3 ~ 6 I 1 I Phs Duration (G+Y+Rc), s 29.0 47.5 17.5 26.0 9.1 67.4 15.2 28.3 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setting (Gmax), s 22.9 37.6 12.4 24.0 6.6 53.9 13.2 22.2 Max Q Clear Time (g_c+l1), s 24.9 28.6 14.4 7.8 4.3 2.0 9.3 24.2 Green Ext Time (p_c), s 0.0 6.4 0.0 0.4 0.0 14.8 0.1 0.0 ntlnlctlaSlnlary HCM 6th Ctrl Delay 34.1 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 81 of 140 PM Existing 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues .,> -+ ""). 'f ---4.-.. "" t I" '. + .I ,line Gl1!!J! Ell EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 558 187 227 210 161 215 233 863 378 291 592 517 Protected Phases 7 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 8 2 Free Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 36.3 10.1 9.6 36.3 10.1 10.1 28.8 9.6 10.1 28.8 Total Split (s) 17.7 36.7 16.0 17.3 36.3 16.0 16.0 30.0 17.3 16.0 30.0 Total Split (%) 17.7% 36.7% 16.0% 17.3% 36.3% 16.0% 16.0% 30.0% 17.3% 16.0% 30.0% Maximum Green (s) 13.1 31.4 10.9 12.7 31.0 10.9 10.9 24.2 12.7 10.9 24.2 Yellow Time (s) 3.6 4.3 4.1 3.6 4.3 4.1 4.1 4.8 3.6 4.1 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None None Min Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dant Walk (s) 24.0 24.0 16.0 16.0 Pedestrian Calls (#/hr) 10 10 10 10 v/c Ratio 0.99 0.52 0.41 0.75 0.46 0.38 0.55 0.67 0.44 0.65 0.64 0.33 Control Delay 64.8 34.4 13.3 52.0 33.3 12.7 40.5 30.8 4.1 42.7 31.2 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.8 34.4 13.3 52.0 33.3 12.7 40.5 30.8 4.1 42.7 31.2 0.6 Queue Length 50th (ft) 142 85 48 99 73 44 55 136 6 70 134 0 Queue Length 95th (ft) #335 149 101 #274 131 95 114 231 64 #155 242 0 Internal Link Dist (ft) 627 707 207 1501 Turn Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 565 735 575 282 726 568 470 1547 866 470 1076 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced V/c Ratio 0.99 0.25 0.39 0.74 0.22 0.38 0.50 0.56 0.44 0.62 0.55 0.33 iitiiiictliii Siiliiiij Cycle Length, 100 Actuated Cycle Length, 80.9 Control Type, Actuated-Uncoordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 82 of 140 PM Existing 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary .,,;. ... • +-4.... ~ t ~ '. ! .; ........ Ell EIT EBR Wll WIT WIR N NBJ NBR Sil SBJ SBR Lane Configurations "'i"'i t r' "'i t r' "'i"'i ttt r' "'i"'i tt r' Traffic Volume (veh/h) 513 172 209 193 148 198 214 794 348 268 545 476 Future Volume (veh/h) 513 172 209 193 148 198 214 794 348 268 545 476 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parki111 Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veWn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 • Adj Row Rate, veh,lh 558 187 227 210 161 215 233 863 378 291 592 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 560 422 494 249 380 485 321 1371 635 378 1012 Arrive On Green 0.16 0.23 0.23 0.14 0.20 0.20 0.09 0.27 0.27 0.11 0.28 0.00 Sat Aow, veh/h 3466 1870 1538 1781 1870 1535 3466 5106 1542 3466 3554 1585 Grp Volume(v), veh/h 558 187 227 210 161 215 233 863 378 291 592 0 Grp Sat Aow(s),veWn tn8 1870 1538 1781 1870 1535 1728 1702 1542 tn8 1m 1585 Q Serve(g_ s), s 13.1 7.0 9.5 9.3 6.1 9.1 5.3 12.0 15.5 6.6 11.6 0.0 Cycle Q Clear(l_c), s 13.1 7.0 9.5 9.3 6.1 9.1 5.3 12.0 15.5 6.6 11.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 lane Grp Cap(c), veh/h 560 422 494 249 380 485 321 1371 635 378 1012 V/C Ratio(X) 1.00 0.44 0.46 0.84 0.42 0.44 0.72 0.63 0.60 0.77 0.58 Avail Cap(c _a), veh/h 560 726 744 280 717 762 466 1528 683 466 1063 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 33.9 27.0 22.0 33.9 28.1 22.2 35.7 26.0 18.8 35.0 24.8 0.0 Iner Delay (d2), s/Veh 28.9 0.7 0.7 17.1 0.8 0.6 3.1 0.7 1.2 6.0 0.8 0.0 Initial Q Oelay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 7.6 3.1 3.4 5.1 2.7 3.2 2.3 4.8 5.4 3.0 4.8 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 62.8 27.7 22.7 51.0 28.9 22.9 38.7 26.7 20.0 41.0 25.6 0.0 LnGrp LOS E C C D C C 0 C C 0 C ~pproach Vol, veh/h 972 586 883 A Approach Delay, s/Veh 46.7 34.6 30.7 Approach LOS D C C 2 3 ~ 6 6 Phs Duration (G+Y+Rc), s 13.9 27.5 15.9 23.5 12.6 28.8 17.7 21.7 Change Period (Y +Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setti111 (Gmax), s 10.9 24.2 12.7 31.4 10.9 24.2 13.1 31.0 Max Q Clear Time (g_c+l1), s 8.6 17.5 11.3 11.5 7.3 13.6 15.1 11.1 Green Ext Time (p_c), s 0.2 3.8 0.1 1.8 0.3 2.9 0.0 1.6 Jntenectllll SUnlnaly HCM 6th Ctr1 Delay 33.8 HCM 6th LOS C • Unsignalized Delay for [SBRI is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 83 of 140 • AppendixG Existing + Proiect lmersection lOS Calculations • • Childern's Paradise Day Care TIA Appendix Page 84 of 140 AM Existing + Project 1: Colle~e Blvd & SR-78 EB Off-Rame Queues .,> • t ! J.IIIIGnu! Ell EBR NBJ S8J Lane Group Flow (vph) 588 266 954 1701 Act Effct Green (s) 24.1 24.1 64.6 64.6 Actuated g.'C Ratio 0.24 0.24 0.65 0.65 v/c Ratio 0.71 0.69 0.23 0.35 Control Delay 39.4 42.3 3.2 8.8 Queue Delay 0.0 0.3 0.1 0.0 Total Delay 39.4 42.7 3.4 8.9 LOS D D A A Approach Delay 40.4 3.4 8.9 Approach LOS D A A Queue Length 50th (ft) 178 151 24 109 Queue Length 95th (ft) 211 214 36 160 Internal Link Dist (ft) 605 170 214 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1424 661 4142 4876 Starvation Cap Reductn 0 0 1840 0 Spillback Cap Reductn D 99 0 687 Storap cap Reductn 0 0 0 0 Reduced v/c Ratio 0.41 0.47 0.41 0.41 Cycle Length, 100 Actuated Cycle Length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.71 Intersection Signal Delay, 15.0 Intersection LOS, B Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15 • LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 85 of 140 AM Existing + Project 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary .,> -,. ~ t ! .,, JLlfliiiiiilt Ell EBR Ill N81 sar SIR Lane Configurations .,., .,, tttt ttttt Traffic Volume (veMI) 541 246 0 878 1565 0 Future Volume (veMI) 541 245 0 878 1565 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parting Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Row, veMvln 1870 1870 0 1870 1870 0 Adj Flow Rate, veMI 588 266 0 954 1701 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veMI 738 339 0 4333 5101 0 Arrive On Green 0.21 0.21 0.00 0.22 0.67 0.00 Sat Row, veMI 3466 1585 0 6958 8286 0 Grp Volume(v), veMI 588 266 0 954 1701 0 Grp Sat Row(s),veMvln 1728 1585 0 1609 1515 0 Q Serve(g_ s), s 16.1 15.9 0.0 12.1 9.5 0.0 Cycle Q Clear(g_ c), s 16.1 15.9 0.0 12.1 9.5 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veMI 738 339 0 4333 5101 0 V/C Ratio(X) 0.80 0.79 0.00 0.22 0.33 0.00 Avail Cap(c_a), veMI 1434 658 0 4333 5101 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.94 1.00 0.00 Uniform Delay (d), s/Veh 37.3 37.2 0.0 17.4 6.9 0.0 Iner Delay (d2), s/Veh 2.0 4.0 0.0 0.1 0.2 0.0 Initial Q Oelay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 6.9 6.4 0.0 5.2 2.8 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d) ,s/Veh 39.3 41.2 0.0 17.5 7.1 0.0 LnGrp LOS D D A B A A Approach Vol, veMI 854 954 1701 Approach Delay, s/Veh 39.9 17.5 7.1 Approach LOS D B A ••-Assillllll'lls 2 4 6 Phs Duration (G+Y+Rc), s 74.1 25.9 74.1 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s (1.2 41.5 (1.2 Max Q Clear Time (g_c+ll), s 14.1 18.1 11.5 Green Ext Time (p _ c), s 8.1 3.2 18.0 ntlRICtiln HCM 6th Ctrl Delay 17.9 HCM 6th LOS B LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 86 of 140 AM Existing + Project 2: Colle~e Blvd & Ha~mar Dr/Plaza Dr Queues ..> -+ 'f +-".... "" t I" \. + Ell EBT WIL WIT WBR NIL NBT NIR SIL SBT Lane Group Flow (vph) 85 70 134 12 234 35 637 260 592 1372 Act Effct Green (s) 18.5 11.0 10.4 9.3 27.2 6.5 36.3 47.4 21.5 56.1 Actuated git: Ratio 0.18 0.11 0.10 0.09 0.27 0.06 0.36 0.47 0.22 0.56 v/c Ratio 0.26 0.33 0.73 0.07 0.42 0.31 0.34 0.30 0.80 0.49 Control Delay 36.5 35.1 66.8 38.5 10.0 52.0 26.6 3.5 59.4 11.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 53.0 0.2 Total Delay 36.5 35.1 66.8 38.5 10.0 52.0 26.6 3.5 112.4 11.8 LOS D D E D A D C A F B Approach Delay 35.9 30.9 21.1 42.1 Approach LOS D C C D Queue Length 50th (ft) 43 34 84 7 33 21 110 0 198 136 Queue Lenith 95th (ft) 98 64 #169 21 64 55 175 49 #279 159 Internal link Dist (ft) 470 1510 1501 170 Tum Bay Lenith (ft) 90 140 130 100 Base Capacity (vph) 351 439 192 391 562 114 1847 877 764 2811 Starvation Cap Reductn 0 0 0 0 0 0 0 0 299 487 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.16 0.70 0.03 0.42 0.31 0.34 0.30 1.27 0.59 Cycle Length, 100 Actuated Cycle Length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coonlinated Maximum v/c Ratio, 0.80 Intersection Signal Delay, 34.9 Intersection LOS, C Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 87 of 140 AM Existing + Project 2: Colle~e Blvd & Ha~mar Dr/Plaza Dr HCM 6th Signalized Intersection Summary • ,> -+ "'), 'f ~ 4.... "" t ~ '. + ~ Miilllllllt EBL EBJ EBR WBL WBT WBR NBI. NIJ NBR SBL SIT S8R Lane Configurations ~ f+ ~ t r' ~ ttt r' ~~ ttf+ Traffic Volume (vetvh) 78 49 16 123 11 215 32 586 239 546 1149 113 Future Volume (vetvh) 78 49 16 123 11 215 32 586 239 546 1149 113 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.96 1.00 0.98 1.00 0.97 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMv'ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 • Adj Aow Rate, vetvh 85 53 17 134 12 234 35 637 260 592 1249 123 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 • Cap, vetvh 109 168 54 164 272 521 44 1853 708 653 2482 244 • Arrive On Green 0.06 0.13 0.13 0.09 0.15 0.15 0.02 0.36 0.36 0.38 1.00 1.00 Sat Aow, vetvh 1781 1340 430 1781 1870 1522 1781 5106 1548 3466 4709 464 Grp Volume(v), veMi 85 0 70 134 12 234 35 637 260 592 903 469 Grp Sat Aow(s),veMv'ln 1781 0 1770 1781 1870 1522 1781 1702 1548 1728 1702 1768 Q Serve(g_ s), s 4.7 0.0 3.6 7.4 0.6 12.1 2.0 9.1 11.0 16.2 0.0 0.0 Cycle Q Clear(g_c), s 4.7 0.0 3.6 7.4 0.6 12.1 2.0 9.1 11.0 16.2 0.0 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), vetvh 109 0 221 164 272 521 44 1853 708 653 1794 932 V/C Ratio(X) 0.78 0.00 0.32 0.82 0.04 0.45 0.79 0.34 0.37 0.91 0.50 0.50 Avail Cap(c_a), vetvh 230 0 425 194 393 619 87 1853 708 722 1794 932 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 Uniform Delay (d), s/Veh 46.3 0.0 39.9 44.6 36.7 26.2 48.5 23.2 17.8 30.3 0.0 0.0 Iner Delay (d2), s/Veh 11.1 0.0 0.8 20.3 0.1 0.6 24.2 0.5 1.4 13.4 0.9 1.8 Initial Q Delay(d3) ,s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 2.4 0.0 1.6 4.2 0.3 4.4 1.2 3.7 4.1 6.4 0.2 0.5 Unsig. Movement Delay, s/Veh LnGrp Delay(d) ,s/Veh 57.4 0.0 40.7 64.8 36.8 26.8 72.7 23.6 19.2 43.7 0.9 1.8 LnGrp LOS E A D E D C E C B D A A Approach Vol, veMi 155 380 932 1964 Approach Delay, s/Veh 49.8 40.5 24.2 14.0 Approach LOS D D C B --PIii 1 2 3 4 6 6 1 8 Phs Duration (G+Y+Rc), s 25.0 42.1 14.3 18.6 8.6 58.5 12.2 20.7 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setti111 (Gmax), s 20.9 21.1 10.9 24.0 4.9 37.1 12.9 21.0 Max Q Clear Time (g_c+ll), s 18.2 13.0 9.4 5.6 4.0 2.0 6.7 14.1 Green Ext Time (p_c), s 0.7 3.3 0.0 0.3 0.0 12.6 0.1 0.5 iitiiicti■ HCM 6th Ctr1 Delay 21.3 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 88 of 140 AM Existing + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues ,> -+ t 'f +-~ ~ t I"' '. ! .,' µ111Gr111~ EBL Elf EBR WBL WBT WBR NBL NBT NBR SIL SBT SB Lane Group Flow (vph) 250 55 174 266 97 229 110 528 143 162 816 300 Act Effct Green (s) 12.3 13.7 13.9 18.1 16.1 19.5 5.4 22.3 41.7 6.4 23.3 74.4 Actuated g/C Ratio 0.17 0.18 0.19 0.24 0.22 0.26 0.07 0.30 0.56 0.09 0.31 1.00 ¥/C Ratio 0.44 0.16 0.49 0.62 0.24 0.49 0.44 0.35 0.15 0.55 0.74 0.19 Control Delay 35.2 29.1 17.6 37.9 27.2 15.8 45.1 22.9 2.7 46.1 29.6 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 29.1 17.6 37.9 27.2 15.8 45.1 22.9 2.7 46.1 29.6 0.3 LOS D C B D C B D C A D C A Approach Delay 28.1 27.6 22.3 24.8 Approach LOS C C C C Queue Length 50th (ft) 58 24 35 121 40 51 27 70 0 40 179 0 • Queue Length 95th (ft) 118 54 81 #319 80 107 #72 136 31 #107 #362 0 Internal Link Dist (ft) 627 707 207 1501 Turn Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 635 822 357 458 912 468 249 1867 958 293 1345 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.07 0.49 0.58 0.11 0.49 0.44 0.28 0.15 0.55 0.61 0.19 Cycle Length, 100 Actuated Cycle Length, 74.4 Control Type, Actuated-Uncoordinated Maximum v/c Ratio, 0.74 Intersection Signal Delay, 25.2 Intersection LOS, C Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be lonpr. Queue shown is maximum after two cycles . • LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 89 of 140 AM Existing + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary ,> -+ " 'f +-'-"" t ~ \. ! .,' Ell EBT EBR WBL WIT WBR NIL NIT NBR Sil SIT lane Configurations "i"i t .,, "i t .,, "i"i ttt .,, "i"i tt .,, Traffic Volume (veMi) 230 51 160 246 89 211 101 486 132 149 751 276 Future Volume (veMl) 230 51 160 245 89 211 101 486 132 149 751 276 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parting Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 • Adj Aow Rate, veMi 250 55 174 266 97 229 110 528 143 162 816 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veMi 353 354 386 312 490 516 210 1446 714 244 1042 Arrive On Green 0.10 0.19 0.19 0.17 0.26 0.26 0.06 0.28 0.28 0.07 0.29 0.00 Sal Aow, veMi 3466 1870 1532 1781 1870 1542 3466 5106 1543 3466 3554 1585 Grp Volume(v), vetvh 250 55 174 266 97 229 110 528 143 162 816 0 Grp Sat Aow(s),veMvln 1728 1870 1532 1781 1870 1542 1728 1702 1543 1728 1m 1585 Q Serve(g_ s), s 5.2 1.8 7.1 10.7 3.0 8.6 2.3 6.1 4.1 3.4 15.5 0.0 Cycle Q Clear(g_c), s 5.2 1.8 7.1 10.7 3.0 8.6 2.3 6.1 4.1 3.4 15.5 0.0 Prop In lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veMi 353 354 386 312 490 516 210 1446 714 244 1042 V/C Ratio(X) 0.71 0.16 0.45 0.85 0.20 0.44 0.52 0.37 0.20 0.66 0.78 Avail Cap(c_a), veMi 609 786 740 396 872 831 239 1786 817 281 1286 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s,/veh 32.1 25.0 23.4 29.5 21.2 19.3 33.6 21.1 11.9 33.4 23.9 0.0 Iner Delay (d2), s,/veh 2.6 0.2 0.8 13.5 0.2 0.6 2.0 0.2 0.1 4.7 2.6 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 2.2 0.8 2.5 5.6 1.3 3.0 1.0 2.3 1.3 1.5 6.5 0.0 Unsig. Movement Delay, s,/veh LnGrp Delay(d),s/Veh 34.7 25.2 24.2 43.0 21.4 19.9 35.6 21.3 12.1 38.2 26.5 0.0 LnGrp LOS C C C D C B D C B D C Approach Vol, veMi 479 592 781 978 A Approach Delay, s,/veh 29.8 30.5 21.6 28.5 Approach LOS C C C C Pbs 1 2 3 ~ 5 6 1 a Phs Duration (G+Y+Rc), s 10.3 26.7 17.5 19.3 9.6 27.4 12.1 24.6 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 6.0 25.8 16.4 31.0 5.1 26.7 13.0 34.4 Max Q Clear Time (g_c+ll), s 5.4 8.1 12.7 9.1 4.3 17.5 7.2 10.6 Green Ext Time (p _ c), s 0.0 3.9 0.3 0.8 0.0 3.8 0.4 1.3 HCM 6th Ctrl Delay 27.2 HCM 6th LOS C Unsignalized Delay for [SBRI is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 90 of 140 PM Existing + Project 1: Colleae Blvd & SR-78 EB Off-Rame Queues ,> "'), t + RI Group EBL EBR NBJ SIT Lane Group Flow (vph) 642 422 1910 1713 Protected Phases 4 2 6 Permitted Phases 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 22.8 22.8 • Total Split (s) 58.0 58.0 62.0 62.0 Total Split(%) 48.3% 48.3% 51.7% 51.7% Maximum Green (s) 53.5 53.5 55.2 55.2 Yellow Time (s) 3.5 3.5 4.8 4.8 All-Red Time (s) 1.0 1.0 2.0 2.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max v/c Ratio 0.57 0.81 0.52 0.39 Control Delay 34.6 48.1 4.9 15.1 Queue Delay 0.0 1.5 0.6 0.1 Total Delay 34.6 49.5 5.5 15.2 Queue Length 50th (ft) 209 292 88 171 Queue Length 95th (ft) 230 364 129 238 Internal Link Dist (ft) 605 170 214 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1530 709 3706 4362 Starvation Cap Reductn 0 0 1217 0 Spillback Cap Reductn 0 136 0 860 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.42 0.74 o.n 0.49 SUWry Cycle Length, 120 •ctuated Cycle Length, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated • LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 91 of 140 PM Existing + Project 1: Colleae Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary .,> ...... ' t ! .,' Ell E8R NIL NIT SIT SIR lane Configurations "i"i 7' tttt ttttt Traffic Volume (veh,lh) 591 388 0 1757 1576 0 Future Volume (veh/h) 591 388 0 1757 1576 0 Initial a (Ob), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Row, veWn 1870 1870 0 1870 1870 0 • Adj Flow Rate, veh,lh 642 422 0 1910 1713 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veh,lh 1050 482 0 3874 4660 0 Arrive On Green 0.30 0.30 0.00 0.40 0.60 0.00 Sat Row, veh,lh 3466 1585 0 6958 8286 0 Grp Volume(v), veh/h 642 422 0 1910 1713 0 Grp Sat Row(s),veWn 1728 1585 0 1609 1515 0 Q Serve(g_ s), s 19.1 30.3 0.0 26.5 14.0 0.0 Cycle O Clear(g_ c), s 19.1 30.3 0.0 26.5 14.0 0.0 Prop In lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh,lh 1050 482 0 3874 4660 0 V/C Ratio(X) 0.61 0.88 0.00 0.49 0.38 0.00 Avail Cap(c _ a), veh,lh 1541 707 0 3874 4660 0 HCM Platoon Ratio 1.00 1.00 1.00 0.67 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.54 1.00 0.00 Uniform Delay (d), s/Veh 35.7 39.6 0.0 22.2 12.3 0.0 Iner Delay (d2), s/Veh 0.6 8.5 0.0 0.2 0.2 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 8.1 12.8 0.0 10.8 4.7 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 36.3 48.1 0.0 22.4 12.5 0.0 LnGrp LOS 0 0 A C B A Approach Vol, veh,lh 1064 1910 1713 Approach Delay, s/Veh 41.0 22.4 12.5 Approach LOS D C B •--2 4 I Phs Duration (G+Y+Rc), s 79.0 41.0 79.0 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s 55.2 53.5 55.2 Max Q Clear Time (g_c+ll), s 28.5 32.3 16.0 • Green Ext Time (p_c), s 17.4 4.1 19.0 HCM 6th Ctr1 Delay 23.0 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 92 of 140 PM Existing + Project 2: Colle~e Blvd & Halmar Dr/Plaza Dr Queues ,> --+ 'f +-'-~ t I" \. + UHGiiU! EBL m WBL m WBR N8L NIT NBR SBL SIT Lane Group Row (vph) 110 97 203 11 473 35 1325 450 663 1478 Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 30.1 10.1 20.5 10.1 10.1 25.8 10.1 10.1 21.8 Total Split (s) 19.3 30.1 17.5 28.3 30.4 12.7 42.0 17.5 30.4 59.7 Total Split (%) 16.1% 25.1% 14.6% 23.6% 25.3% 10.6% 35.0% 14.6% 25.3% 49.8% Maximum Green (s) 13.2 24.0 12.4 22.2 24.3 6.6 36.2 12.4 24.3 53.9 Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.8 4.1 4.1 4.8 •11-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 1.0 1.0 2.0 1.0 LeatVLag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s) 4.0 4.0 4.0 Rash Dont Walk (s) 20.0 16.0 12.0 Pedestrian Calls (#/hr) 5 5 5 Y/C Ratio 0.30 0.48 1.12 0.08 0.91 0.34 o.n 0.55 0.74 0.51 Control Delay 44.6 50.5 150.0 48.3 54.5 62.9 40.2 13.0 64.2 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 55.1 0.2 Total Delay 44.6 50.5 150.0 48.3 54.5 62.9 40.3 13.0 119.4 10.6 Queue length 50th (ft) 70 64 ~180 8 297 26 354 110 255 153 Queue Length 95th (ft) 144 106 #333 24 356 62 416 207 #391 173 Internal Link Dist (ft) 470 1510 1501 170 Turn Bay Length (ft) 90 140 130 100 Base Capacity (vph) 362 366 182 344 522 107 1720 821 890 2906 Starvation Cap Reductn 0 0 0 0 0 0 0 0 495 531 Spillback Cap Reductn 0 0 0 0 ' 0 0 18 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced Y/c Ratio 0.30 0.27 1.12 0.03 0.91 0.33 0.78 0.55 1.68 0.62 Cycle leflllh, 120 Actuated Cycle Length, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 93 of 140 PM Existing + Project 2: Colle~e Blvd & Halmar Dr/Plaza Dr HCM 6th Signalized Intersection Summary .,> --+ ,. "f +-'-' t I"' '-. ! .,, Mllllt Ell EBT E8R WBL WIT WBR Nil NIT NBR Sil SIT SIR Lane Configurations "'i ~ "'i t 7' "'i ttt 7' "'i"'i tt~ Traffic Volume (veh/h) 101 68 21 187 10 435 32 1219 414 610 1263 97 Future Volume (veh/h) 101 68 21 187 10 435 32 1219 414 610 1263 97 Initial Q (Qb), veh D D D D D D D D D D D D Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.97 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veWn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Aow Rate, veh/h 110 74 23 203 11 473 35 1325 450 663 1373 105 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 136 225 70 184 346 604 44 ms 683 699 2475 189 Arrive On Green 0.08 0.17 0.17 0.10 0.19 0.19 0.02 0.34 0.34 0.40 1.00 1.00 Sat Aow, veh/h 1781 1355 421 1781 1870 1532 1781 5106 1547 3456 4824 369 Grp Volume(v), veh/h 110 D 97 203 11 473 35 1325 450 663 969 509 Grp Sat Aow(s),veWn 1781 D 1776 1781 1870 1532 1781 1702 1547 1728 1702 1789 Q Serve(g_ s), s 7.3 0.0 5.8 12.4 0.6 22.2 2.3 27.9 27.6 22.2 0.0 0.0 Cycle Q Clear(g_c), s 7.3 0.0 5.8 12.4 0.6 22.2 2.3 27.9 27.6 22.2 0.0 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 0.21 Lane Grp Cap(c), veh/h 136 D 295 184 346 604 44 1715 683 699 1746 918 V/C Ratio(X) 0.81 0.00 0.33 1.10 0.03 0.78 0.79 o.n 0.66 0.95 0.55 0.55 Avail Cap(c _a), veh/h 196 0 355 184 346 604 98 ms 683 700 1746 918 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.56 0.56 0.56 0.88 0.88 0.88 Uniform Delay (d), s/Veh 54.6 0.0 44.1 53.8 40.1 32.5 58.2 35.7 26.6 35.1 0.0 0.0 Iner Delay (d2), s/Veh 15.1 0.0 0.6 96.6 0.0 6.7 15.5 2.0 2.8 20.4 1.1 2.1 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 3.8 0.0 2.6 10.5 0.3 13.1 1.2 11.8 10.6 9.5 0.3 0.5 Unsig. Movement Delay, s/Veh lnGrp Delay(d),s/Veh 69.7 0.0 44.8 150.4 40.1 39.2 73.7 37.7 29.4 55.6 1.1 2.1 LnGrp LOS E A D F D D E D C E A A Approach Vol, veh/h 207 687 1810 2141 Approach Delay, s/Veh 58.0 72.1 36.3 18.2 Approach LOS E E D B 2 3 4 6 I 1 I Phs Duration (G+Y+Rc), s 30.4 46.1 17.5 26.0 9.1 67.4 15.2 28.3 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setting (Gmax), s 24.3 36.2 12.4 24.0 6.6 53.9 13.2 22.2 Max Q Clear Time (g_c+ll), s 24.2 29.9 14.4 7.8 4.3 2.0 9.3 24.2 Green Ext Time (p _ c), s 0.0 4.8 0.0 0.4 0.0 15.6 0.1 0.0 'ntnN:tiN s-a,y HCM 6th Ctr1 Delay 34.3 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 94 of 140 PM Existing + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues .,> -,. "f +-'-~ t I" '-. + .,' -+ I Grlu! Ell EBT EBR WBL WBT BR NIL NBT NII SIL SIT SIR Lane Group Aow (vph) 607 197 260 210 171 215 265 858 378 291 587 566 Protected Phases 7 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 8 2 Free Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 36.3 10.1 9.6 36.3 10.1 10.1 28.8 9.6 10.1 28.8 Total Split (s) 18.7 36.7 16.0 18.3 36.3 16.0 16.0 29.0 18.3 16.0 29.0 Total Split(%) 18.7% 36.7% 16.0% 18.3% 36.3% 16.0% 16.0% 29.0% 18.3% 16.0% 29.0% Maximum Green (s) 14.1 31.4 10.9 13.7 31.0 10.9 10.9 23.2 13.7 10.9 23.2 • Yellow Time (s) 3.6 4.3 4.1 3.6 4.3 4.1 4.1 4.8 3.6 4.1 4.8 • All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None None Min Walk Time (s) 7.0 7.0 7.0 7.0 Aash Dant Walk (s) 24.0 24.0 16.0 16.0 Pedestrian Calls ( #/hr) 10 10 10 10 V/C Ratio 1.01 0.52 0.46 0.73 0.48 0.38 0.61 0.68 0.44 0.66 0.66 0.36 Control Delay 76.8 34.5 14.8 51.5 34.1 12.8 42.5 31.9 4.5 43.8 32.8 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.8 34.5 14.8 51.5 34.1 12.8 42.5 31.9 4.5 43.8 32.8 0.7 Queue Length 50th (ft) ~160 92 62 100 80 45 65 139 9 72 136 0 Queue Length 95th (ft) #359 157 121 #262 138 95 #134 233 71 #155 243 0 Internal Link Dist (ft) 627 707 207 1501 Turn Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 599 724 585 300 715 567 463 1461 863 463 1017 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.27 0.44 0.70 0.24 0.38 0.57 0.59 0.44 0.63 0.58 0.36 Cycle Length, 100 Actuated Cycle Length, 81.9 Control Type, Actuated-Uncoordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles . • LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 95 of 140 PM Existing + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary .,> -+ • "f ,._ '-~ t I" \. ! .,' .... Ell Elf EBR Wll WIT WBR Nil NIT NII Sil SIT SIR Lane Configurations lf"i t 7' "i t 7' "i"i ttt 7' "i"i tt 7' Traffic Volume (veh/h) 558 181 239 193 157 198 244 789 348 268 540 521 Future Volume (veh/h) 558 181 239 193 157 198 244 789 348 268 540 521 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veWn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 607 197 260 210 171 215 265 858 378 291 587 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 595 439 523 249 379 484 352 1339 626 377 958 Arrive On Green 0.17 0.23 0.23 0.14 0.20 0.20 0.10 0.26 0.26 0.11 0.27 0.00 Sat Flow, veh/h 3466 1870 1539 1781 1870 1535 3466 5106 1542 3466 3554 1585 Grp Volume(v), veh/h 607 197 260 210 171 215 265 858 378 291 587 0 Grp Sat Aow(s),veWn 1728 1870 1539 1781 1870 1535 1728 1702 1542 1728 1m 1585 Q Serve(g_ s), s 14.1 7.4 11.0 9.4 6.6 9.2 6.1 12.2 15.9 6.7 11.8 0.0 Cycle Q Clear(g_ c), s 14.1 7.4 11.0 9.4 6.6 9.2 6.1 12.2 15.9 6.7 11.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 595 439 523 249 379 484 352 1339 626 377 958 V/C Ratio(X) 1.02 0.45 0.50 0.84 0.45 0.44 0.75 0.64 0.60 0.77 0.61 Avail Cap(c _ a), veh/h 595 717 751 298 708 753 460 1446 658 460 1006 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 33.9 26.8 21.7 34.4 28.7 22.6 35.8 26.8 19.4 35.5 26.2 0.0 Iner Delay (d2), s/Veh 42.2 0.7 0.7 16.9 0.8 0.6 5.0 0.9 1.4 6.5 1.0 0.0 Initial O Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 9.2 3.3 3.9 5.1 3.0 3.3 2.8 4.9 5.6 3.1 5.0 0.0 Unsig. Movement Delay, s/Veh lnGrp Delay(d),s/Yeh 76.1 27.5 22.4 51.2 29.5 23.2 40.8 27.7 20.8 42.0 27.2 0.0 LnGrp LOS F C C D C C 0 C C D C Approach Vol, veh/h 1064 596 1501 878 A Approach Delay, s/Veh 54.0 34.9 28.3 32.1 Approach LOS D C C C Pli 1 2 3 4 & I Phs Duration (G+Y+Rc), s 14.0 27.3 16.1 24.5 13.4 27.9 18.7 21.9 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 10.9 23.2 13.7 31.4 10.9 23.2 14.1 31.0 Max Q Clear Time (g_c+ll), s 8.7 17.9 11.4 13.0 8.1 13.8 16.1 11.2 Green Ext Time (p_c), s 0.2 3.2 0.1 1.9 0.3 2.7 0.0 1.7 ---IICM 6th Ctr1 Delay 36.8 HCM 6th LOS D User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [SBR) is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 96 of 140 AppendixH Cumulative Project lnfonnation Childern's Paradise Day Care TIA Appendix Page 97 of 140 Cumulative Project: CarMax . ""'. Adobe Springs Rd LEGEND xx (YY) z,zzz (v SR-78 EB Off-Ramp 0 () 0 () AM peak hour volumes at intersections PM peak hour volumes at intersections ADT volumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 2 (5) t __j. 0 f t ...!. Q.) "O 2 0 rn.2: (7) u Q) (D I Q) Cl-o Q) > '5 ai 0 · City of Oceanside L--·-·-·-·-·-·-·-· City of Carlsbad Haymar 0 0 2 Dr () () (5) ~ t L. 0 () __j. G) ,i__ 0 () --0 () f f" ~ t ~ 0 0 0 () () (2) Childern's Paradise Day Care TIA Appendix Q) Cl-o Q) > '5 ai 0 Plaza Dr 2 (7) 0 () 0 (1) ...!. Q,)"O 0 Cl..::!: u Q) (D Lake Blvd Marron 0 Rd () ~ 0 () __j. 0 () -0 () f ~ 0 () No Scale 0 0 (1) () Lake Blvd t L. 0 ,i__ 0 () -0 () f" 0 (1) t ~ ...!. (1.) 1:1 0 1 0 Cl..::!: (2) (2) u Q) (D Page 98 of 140 SECTION I -INTROD UCTION PROJECT DESCRIPTION The project is a 48 unit residential condominium development located on the southeast comer of the intersection of Sky Haven Lane and Sunset Drive in the City of Oceanside. Figure I provides a general vicinity map of the project location. The site plan for the proposed project is depicted on Figure 2. Access to the site is proposed to provide one ( l) lane in and one(]) lane out from Sunset Drive. As detailed in this repon, development of the proposed Emerald Ridge Development is estimated to generate 384 average daily trips, 31 AM peak hour trips and 35 PM peak hour trips. REPORT ORGANIZATION Following Section 1 -Introduction, Section IJ discusses Description of Analysis. Section Ill discusse · Existing Conditions. Section JV provides analysis of Existing Plus Project Conditions, including Project Trip Generation Project Impact Analysis and Sunset Drive/Sky Haven Lane Signal Warrants Analysis. Section V provides an analysis of Impacts and Mitigation. Section VJ provides a Summary of Findings and Recommendation. Childern's Paradise Day Care TIA Appendix Page 99 of 140 I -- I s ( \ --;; 6' I ( \ -- ---- -- -- / -- ::0 ~)> r SHOPPING O CENTER ~ ""o'3' z _j 83 z w > <! I >-~ (/) I ( PROJECT SITE --A LEGE ND ~ -PROJECT SITE -DIRECTION OF TRAVEL J.X/r( -AM/PM TUR' VOLUMES • Z,ZZZ -AVERAGE DAILY TRAFFIC Darnell & Assoc1ArEs. 1Nc. 1 :,0304-AC 08-02-2018 JAM Childern's Paradise Day Care TIA Appendix 13 ----LAKE BLVD . FIGURE 6 PROJECT TRAFFIC \ J \ \ / , • INTRODUCTION This study analyzes the forecast traffic impact of the proposed Tri-City Medical Office Building locijted adjacent to the existing Tri-City Hospital north of Vista Way and west of Thunder Drive in the City of Oceanside. Exhibit 1 shows the regional project location. The project site is located adjacent to Tri-City Medical Center. As shown In Exhibit 2, the proposed site plan includes 60,000 square feet of medical office space. The proposed land use Is consistent with the General Plan land use for the project site. As required by the City of Oceanside, this traffic impact study has been prepared in accordance with the City's 1995 Circulation Element and SANDAG Congestion Management Program (CMP) traffic impact study guidelines. SITE ACCESS AND CIRCULATION The proposed project will take access from the existing entrance to the Tri-City Hospital on Vista Way. The existing Vista Way entrance is an unsignalized full access driveway that serves the Tri- City Hospital. PROJECT STUDY AREA The project study area was defined based on the distribution of project-generated trips on the roadway network. The SANDAG CMP guidelines indicate that all signalized intersections where 50 or more project-generated trips are forecast to be added should be included in the traffic impact study. A total of 14 study intersections and 11 roadway segments were identified for inclusion in this traffic study. The City of Vista does not require roadway segment analysis for traffic impact studies: however, three roadway segments located in the City of Vista were included for analysis for a comprehensive analysis. Based on the City of Oceanside thresholds and discussions with City staff, the study area consists of the following intersections and roadway segments: Intersections 1. College Boulevard / Waring Road 2. College Boulevard / Vista Way 3. Vista Way/ SR-78 Westbound Ramps 4. Vista Way/ Tri-City Hospital Access 5. Vista Way / Thunder Drive 6. Vista Way / Emerald Drive 7. College Boulevard/ SR-78 Eastbound Off-Ramp 8. College Boulevard I Plaza Drive 9. College Boulevard / Lake Boulevard-Marron Road 10. Plaza Drive/ SR-78 Eastbound Ramps 11 . Emerald Drive I SR-78 Westbound Ramps 12. Emerald Drive I SR-78 Eastbound Ramps 13. Vista Way/ Buena Hills Orive 14. Vista Way/ Rancho Del Oro Drive 8 Childern's Paradise Day Care TIA Appendix Page 101 of 140 • • Table 6 Proposed Project Trip Generation Rates Dally AM Peak Hour Land Use Rate Total In (% of Dally) (%AM) Medical Office 50/KSF Source: SANDAG, •Not So Brief Gulde', April 2002. Note: KSF = 1000 square feet. 6% 80% PM Peak Hour Out Total In (%AM) (%ofDallvl (•lo PM) 20% 11% 30% Out (%PM) 70% Table 7 summarizes the forecast project-generated trips based on the trip generation rates contained in Table 6. As summarized In Table 7, the proposed project is forecast to generate approximately 3,000 trips per day, which includes approximately 180 a.m. peak hour trips and approximately 330 p.m. peak hour trips. Table 7 Proposed Project Trip Generation Land Use Intensity Dally AM Peak Hour Trips PM Peak Hour Trips Trips Total In Out Total In Out Medical Office 60KSF 3.000 180 144 36 330 99 231 Noto: KSF = 1000 square feet Project Trip Distribution Project traffic was distributed on the roadway network based on the trip distribution that was approved for the approved Ambulatory Care Facility project, which is located on a site adjacent to the northwest corner of the Tri-City Hospital. The Ambulatory Care Facility Project would take access from Waring Road, so the distribution of trips was adjusted for the proposed Tri-City Medical Office project to reflect the access from the Tri-City Hospital Entrance on Vista Way. Exhibit 7 illustrates the trip distribution for the proposed project. Project Trip Assignment Utilizing the project trip distribution shown in Exhibit 7, the forecast project-generated trips were assigned to the roadway network. Exhibit 8 illustrates the forecast assignment of project- generated a.m. and p.m. peak hour volumes at the study intersections. Project-generated ADT volumes are illustrated in Exhibit 9. 22 Childern's Paradise Day Care TIA Appendix Page 102 of 140 1 2 (!) 3 4 in in i" i ~ .... "-5(35) .... "-12(8) ~ ~ l ~ E-----5(35) ~19(120) j ~ ,c-8(51) ,c-11(69) i r r 132(91) _.71 22(15)-4 104(71)-4 f "le ~ ! ~ I I "I f ~ § 0:: :r 8 I .ft C: (.J Ill "" -cl;~ Wanng Road u Vista Way VJSta Way ,-. Vtsta Way I-UJ ,5 6 7 8 @ I • I -~~ ~ .... i "-3(2) ~9(6) .... ~7(5) J j l l ~ 1(5)__;;-, 0(2) _?I 43(30) __;;-, i i 6(37) -4 2(12)-) 0 4(23)~ 0 N° ~ 0 5? .... ~ iii I V,s1a Way I i f:" 8, .... j ~ .!? ~ ~ 0 Vista Way w 78 EB Off-ramp Plaza Dr u l g 10 G) 11 12 ' I EeE "-4(3) § & .... .... .... ~3(2) .... I J l ~ l ~ I 4(3) __;;-, i 4(23) _.71 1(5)-) f i I 0 0 I } ~ i :!2 ffi l: 8 00 ~ Marron Rd/ Plaza Dr ,-. 78W8 Ramps w 78 EB Ramps w Lake Blvd 13 14 @ ~ ~ "-2(12) I ~5(35) ~ ~4(23) ~l(-z) I If:-~ I e ( (t;) 4 1( ~) ~ 22(15) ~ 14(10)-) 0 I i ~ :c j 1 V1s:a Way I Ill Vista Way l_ • LEGEND XX(XX) AM'PM PEAK HOUR VOLUME PROJECT TRIP ASSIGNMENT ~100102.003 MAY 2011 • Childern's Paradise Day Care TIA Appendix (") ~ a: CD 3 "'- "'O Ill iil a. en· CD c:, Ill '< (") Ill iil -I ► )> "C "C CD ::, a. x· "'O Ill <O CD ~ 0 .i,,. 0 ~ 0 ~ J ~/ 0 CIJ C i :r ;= r Cl) NOTTO SCALE .. 950 •······ MARRON RD § 1,860 PLAZA o~ 210 I i ~ 5~100702003 MAY2011 WARING ROAO. a: 0 Ir UJ 0 z ::i :r I- n: D i w ~ w 150········-·· LEGEND: xx.xxx Project Trips DAILY PROJECT TRIPS EXHIBIT 9 TRAFFIC IMPACT ANALYSIS For QUARRY CREEK MASTER PLAN Prepared for THE CITY OF CARLSBAD and QUARRY CREEK INVESTORS, LLC Final Report: October 5, 2012 Childern's Paradise Day Care TIA Appendix Page 105 of 140 Quarry Creek Master Plan Quarry Creek Investors, LLC FIGURE 5-1 © Urban Systems Associates, Inc. October 5, 2012 ~ NO SCALE ~- Project Trip Distribution Percentages No RDO Interchange/ No RDO Extension I No Marron Road 001307 Childern's Paradise Day Care TIA Appendix 5-2 001307-Report_H.doc Page 106 of 140 Quarry Creek Master Plan Quany Creek Investors, LLC PLANNING AREA AMOUNT R-1 99 DU R-1 R-2 232 DU R-3 81 DU R-4 (East) 125 DU R-4 (West) 63 DU R-5 56 DU Community Facllities l.5AC. Park and Ride 28 Spaces Total TRIP RATE- 6/ DU 8/ DU 8/ DU 8/ DU 10 / DU 10 /.DU 100 I Ac.•• 5 / Soace TABLE4-1 Project Trip Generation AM PEAK HOUR ADT %• # I/ 0 IN 594 8 48 2:8 10 1856 8 148 2:8 30 648 8 52 2:8 10 1000 8 80 2:8 16 630 8 50 3:7 15 560 8 45 3:7 13 150 17 26 5:5 13 140 14 20 7:3 14 5,578 469 121 © Urban Systems Associates, Inc. October 5, 2012 PM PEAK HOUR OUT %• # 1/0 IN OUT 38 9 53 7 :3 37 16 118 10 186 7 :3 130 56 42 10 65 7 :3 46 19 64 10 100 7:3 70 30 35 10 63 7:3 44 19 32 10 56 7 :3 39 17 13 18 28 5:5 14 14 6 15 21 3 :7 6 15 348 572 386 186 ! •source: SANDAG.Brief.Gulde.Vehlcular Traffic Genera ti.on Rates For.the San Diego Region, llj,rll 2002._ ------·-----··-··---··· .. ,-.. ... ... . -· .. -.. --···-··· ...... __ ._······---_. __ LuNote: Trip rate adj_ustedto account for poss I bl e.30 chil.d_ day-.:are facili!YJS.ti:!f>~ / child x 30.= 150 ADl). • __ ....... ·-·-·· ......... ·---................... _ .. . ! I/ 0 •Inbound/ Outbound ratio. 1··-·-----·-·······~---·--···-·-·--···-··---···r•·-···· .. ···--·-------·--.. -· .. -•-·"··· .. ·· -·-·-) ; l i .... .,_ ....... · ... -·-··· ·--·· .1. ·---... ·.· .... -...... J_ ......... -.... _ .............. . i i l i Trip Generation Adjustments 1 ,<,;:1;:-:1:<ri·~ • C "• ;r ''"·'' ( ('.;\;'.,'.·f '{,~'\\?, ;• .. ,, .. •/•~.attf '; ~<:i\ • '"" i':.'i!r?f;?:\'.;/i\'.'':nti} ;,-?':"':{)'i;S;}:,):~ff/~Yt;'}l ;; AM PEAK HOUR PM PEAK HOUR ADT # IN OUT # IN OUT Total Gross Trip Generation 5,578 469 121 348 572 386 186 Q -5% Transit Reduction: R-1, R-2, R-3 only. -155 -12 -2 ·10 -15 -11 -4 Net External Trips 5423 457 119 338 557 375 182 Percentage of Reduction 2.8% 2.6% 1.8% 2.8% 2.6% 2,8% 2.2% ,,,.,,,.:,fo,Ji{~';';i'I):i;t'''.'ii/,1}!\ :r.F'i:'i.·C ,,C,iQ,\]' 1;t:.f'it' ;;'-k°:.''.' a>;JJ!t'./'.', ;.._;.;: ~=;-:;:~.;;:1:~: !Notes: I '~ ' • S • ~ •• .. ·-•••-·-••· •••-•-••• .... ,_,, -u•••-•••----NHoo, , •••••·••" • .. , , ,., 1.,, •-••• '-••No,,O,OH, 0 •••-I GJ = SANDAG Generation Rate Tabl e recommends a 5% trip reduction for land uses with transit center access or near transit stations aCCl!$Slble within on e•fourth mile. !'"'-•--•• •--•-•N,_,O••••-••~-,,•, ~----· ·-.......... -......... .. 001307 Childern's Paradise Day Care TIA Appendix 4-4 001307-Report_Hdoc Page 107 of 140 Quarry Creek (The Preserve) Remaining Units Trie Generation Proposed AM PM Land Use Rate Units ADT % Selit IN OUT % Selit IN OUT Residential -Single Family 10 /DU 23 DU 230 8% 0.3 0.7 6 13 10% 0.7 0.3 16 7 Residential -Attached 8 /DU 69 DU 552 8% 0.2 0.8 9 35 10% 0.7 0.3 39 17 Aeartment (>20 du/acre) 6 /DU 4 DU 24 8% 0.2 0.8 0 2 9% 0.7 0.3 2 1 Totals 96 806 15 50 56 24 Source: SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002. SF -Square Feet; ADT-Average Daily Traffic; Split-percent inbound and outbound. • Childern's Paradise Day Care TIA Appendix Page 108 of 140 Cumulative Project: Remaining Quarry Creek (The Preserve) Trip Assignmen1 .., . .., . Adobe Springs Rd LEGEND xx (YY) Z,ZZZ (j) AM peak hour volumes at intersections PM peak hour volumes at intersections ADT volumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits SR-78 EB 4 (17) Off-Ramp t _j. 0 2 (9) ' t ...!. Q) "C 23 0 0>.2: (11) (.) QJ CD Vista Way I · City of Oceanside L--·-·-·-·-·-·-·-· City of Carlsbad Haymar 5 1 Dr (20) (6) .i t 1B (9) _j. 0 B (4) ---' ~ t 5 (2) ~ L --f" ~ 2 (1) Cl) Cl "'O Cl)> '5 ai (.) Plaza Dr 1 0 (2) (1) ...!. Q.) "C 0 0>.2: (.) QJ CD Childern's Paradise Day Care TIA Appendix ai "'C .... §o .c I- Lake Blvd Marron Rd 7 (3) 3 (2) 14 (6) 1 (7) .i _j. ---' ~ 7 (25) No Scale Lake Blvd t ~ 0 L --1 (3) f" t ~ .2. Q) '"C 0 cn.2: (.) QJ CD Page 109 of 140 Distant/Unforeseen Cumulative (1% of background 10/7/20 counts) .... I Q) Cl-o Q) > occ (.) Vista Way • City of Oceanside ~ __ ___,L•-·-·-·-·-·-·-·-· LEGEND xx {YY) z,zzz (v SR-78 EB Off-Ramp 5 (6) 2 (4) AM peak hour volumes at intersections PM peak hour volumes at intersections ADT volumes shown along segments Intersection Reference Number to LOS Tables Existing Roadways City Jurisdiction Limits 13 (14) t J 0 ' t _L Q.) "C 8 o 0'>2 (16) U a> CD Childern's Paradise Day Care TIA Appendix City of Carlsbad Haymar 1 9 Dr (1) (11) ..i t 1 (1) J 0 0 (1) -0 () ' ., t 0 5 () (11) 5 (6) L.- ,l_ -' ~ 2 (4) Q) Cl-o Q) > occ (.) Plaza Dr 2 (4) 0 () 1 (2) -!.. Q.) "C o 0'>2 U a> CD cii "O ~ §o .c I- Lake Blvd Marron Rd 2 (5) 0 (2) 1 (2) 2 (4) ..i J -' ., 1 (2) No Scale 6 1 (5) (3) Lake Blvd t L.- 0 ,l_ 2 (2) -1 (1) ' 2 (2) t ~ ...!. Q,) "O 4 1 o 0'>2 (7) (3) U a> CD Page 11 O of 140 appendix I Existing + Cumulative Intersection LOS Calculations Childern's Paradise Day Care TIA Appendix Page 111 of 140 AM Existing + Cumulative 1: Colle~e Blvd & SR-78 EB Off-Rame Queues .,,;. "'), t ! J.ane Gnup EBl EBR NIT SIT Lane Group Aow (vph) 640 260 979 1700 Act Effct Green (s) 25.5 25.5 63.2 63.2 Actuated ye Ratio 0.26 0.26 0.63 0.63 v/c Ratio 0.73 0.64 0.24 0.36 Control Oelay 38.9 38.6 3.9 9.5 Queue Delay 0.0 0.3 0.1 0.0 Total Delay 38.9 38.9 4.1 9.6 LOS D D A A Approach Delay 38.9 4.1 9.6 Approach LOS D A A Queue Length 50th (ft) 193 144 30 115 Queue lenfth 95th (ft) 230 207 40 163 Internal Link Dist (ft) 605 170 214 Tum Bay length (ft) 350 350 Base Capacity (vph) 1424 661 4048 4766 Starvation Cap Reductn 0 0 1803 0 Spillback Cap Reductn 0 94 0 744 Storage cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.46 0.44 0.42 Cycle Length, 100 Actuated Cycle length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.73 Intersection Signal Delay, 15.4 Intersection LOS, B Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 112 of 140 AM Existing + Cumulative 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ,> .. "\ t ! .,' Ell E8R NBI. NBJ SBr SBR Lane Configurations "i"i r' tttt ttttt Traffic Volume (veh/h) 589 239 0 901 1564 0 Future Volume (veh,lh) 589 239 0 901 1564 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parting Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Aow, veMvln 1870 1870 0 1870 1870 0 Adj Aow Rate, veh/h 640 260 0 979 1700 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veh/h 792 363 0 4232 4982 0 Arrive On Green 0.23 0.23 0.00 0.22 0.66 0.00 Sat Aow, veh/h 3466 1585 0 6958 B286 0 Grp Volume(v), vetvh 640 260 0 979 1700 0 Grp Sat Aow(s),veMvln 1728 1585 0 1609 1515 0 Q Serve(g_ s), s 17.5 15.1 0.0 12.5 9.9 0.0 Cycle Q Clear(g_ c), s 17.5 15.1 0.0 12.5 9.9 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh/h 792 363 0 4232 4982 0 V/C Ratio(X) 0.81 0.72 0.00 0.23 0.34 0.00 Avail Cap(c _ a), veh/h 1434 658 0 4232 4982 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 0.94 1.00 0.00 Uniform Delay (d), s/Veh 36.4 35.5 0.0 18.3 7.6 0.0 Iner Delay (d2), s/Veh 2.0 2.6 0.0 0.1 0.2 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 7.5 6.0 0.0 5.4 3.0 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 38.5 38.2 0.0 18.4 7.7 0.0 LnGrp LOS D D A B A A Approach Vol, veh/h 900 979 1700 Approach Delay, s/Veh 38.4 18.4 7.7 Approach LOS D B A 2 4 6 Phs Duration (G+Y+Rc), s 72.6 27.4 72.6 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s 47.2 41.5 47.2 Max Q Clear Time (g_c+l1), s 14.5 19.5 11.9 Green Ext Time (p _ c), s 8.3 3.4 17.9 HCM 6th Ctr1 Delay 18.4 HCM 6th LOS B LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 113 of 140 AM Existing + Cumulative 2: Colle~e Blvd & Halmar Dr/Plaza Dr Queues ,,. _,.. • +-4.... ' t I" '-. + Ell EBJ WBL WIT WBR NBL NBJ NBR SBl SBJ Lane Group Flow (vph) 105 79 135 13 241 35 634 251 604 1352 Act Effct Green (s) 19.0 11.3 10.4 9.4 l1.1 6.7 35.4 46.5 22.0 55.6 Actuated g/C Ratio 0.19 0.11 0.10 0.09 0.28 0.07 0.35 0.46 0.22 0.56 v/c Ratio 0.31 0.37 0.74 0.07 0.46 0.30 0.35 0.29 0.80 0.49 Control Delay 37.2 36.8 67.4 38.8 13.2 51.1 27.3 3.6 58.3 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 53.0 0.2 Total Delay 37.2 36.8 67.4 38.8 13.2 51.1 27.3 3.6 111.2 12.0 LOS D D E D B D C A F B Approach Delay 37.1 32.8 21.8 42.6 Approach LOS D C C D Queue Length 50th (ft) 53 40 84 8 52 21 112 0 203 136 Queue Length 95th (ft) 116 72 #172 23 78 54 m 49 #l15 159 Internal Link Dist (ft) 470 1510 1501 170 Tum Bay Length (ft) 90 140 130 100 Base Capacity (vph) 357 439 192 391 553 119 1802 860 788 l180 Starvation Cap Reductn 0 0 0 0 0 0 0 0 311 505 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.18 0.70 0.03 0.44 0.29 0.35 0.29 1.27 0.59 Cycle Length, 100 Actuated Cycle Length, 100 Offset: 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.80 Intersection Sipal Delay, 35.7 Intersection LOS, D Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 114 of 140 AM Existing + Cumulative 2: Colle~e Blvd & Ha~mar Dr/Plaza Dr HCM 6th Signalized Intersection Summary ,> -+ .... 'f ~ '-"" t I" '-. ! .,' ---Ell m EBR WBL WBJ WBI Nil NIT NBI Sil SIT SBR I Lane Configurations "'i lt "'i t .,, "'i ttt .,, "'i"'i ttlt Traffic Volume (veh/h) 97 51 16 124 12 222 32 583 231 556 1124 120 Future Volume (veh/h) 97 51 16 124 12 222 32 583 231 556 1124 120 Initial O (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.96 1.00 0.98 1.00 0.97 Parting Bus, 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 Work Zone On Approach No No No No Adj Sat Row, vetv'Mn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Row Rate, veh/h 105 62 17 135 13 241 35 634 251 604 1222 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 133 197 54 165 278 533 44 1749 677 668 2385 254 Arrive On Green 0.07 0.14 0.14 0.09 0.15 0.15 0.02 0.34 0.34 0.39 1.00 1.00 Sat Row, veh/h 1781 1399 384 1781 1870 1523 1781 5106 1547 3466 4668 497 Grp Volume(v), veh/h 105 0 79 135 13 241 35 634 251 604 891 461 Grp Sat Row(s),vetv'Mn 1781 0 1782 1781 1870 1523' 1781 1702 1547 1728 1702 1761 0 Serve(g_ s), s 5.8 0.0 4.0 7.4 0.6 12.4 2.0 9.3 10.9 16.5 0.0 0.0 Cycle O Clear(g_c), s 5.8 0.0 4.0 7.4 0.6 12.4 2.0 9.3 10.9 16.5 0.0 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 0.28 Lane Grp Cap(c), veh/h 133 0 251 165 278 533 44 1749 677 668 1739 900 V/C Ratio(X) 0.79 0.00 0.32 0.82 0.05 0.45 0.79 0.36 0.37 0.90 0.51 0.51 Avail Cap(c _a), veh/h 230 0 428 194 393 626 105 1749 677 751 1739 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.92 0.92 0.92 0.93 0.93 0.93 Uniform Delay (d), s/Veh 45.5 0.0 38.6 44.5 36.5 25.7 48.5 24.7 19.0 29.8 0.0 0.0 Iner Delay (d2), s/feh 10.0 0.0 0.7 20.5 0.1 0.6 24.2 0.5 1.4 12.5 1.0 1.9 Initial O Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOf0(50%),veMn 2.9 0.0 1.8 4.2 0.3 4.5 1.2 3.8 4.1 6.4 0.2 0.5 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/feh 55.5 0.0 39.4 65.1 36.6 26.3 72.7 25.2 20.5 42.3 1.0 1.9 LnGrp LOS E A D E D C E C C D A A Approach Vol, veh/h 184 389 920 Approach Delay, s/Veh 48.5 40.1 25.7 Approach LOS D D C ..... 2 3 4 6 I 1 I Phs Duration (G+Y+Rc), s 25.4 40.0 14.4 20.2 8.6 56.9 13.6 21.0 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setti111 (Gmax), s 21.9 20.1 10.9 24.0 5.9 36.1 12.9 21.0 Max O Clear Time (g_ c + 11), s 18.5 12.9 9.4 6.0 4.0 2.0 7.8 14.4 Green Ext Time (p_c), s 0.9 3.0 0.0 0.3 0.0 12.2 0.1 0.5 HCM 6th Ctr1 Delay 21.9 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 115 of 140 AM Existing + Cumulative 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues _,> -. "f +-'-~ t I" '.. + .,, --+ !:!nt Breu! EBl EBr E8R WBL WIT WBR NIL NIT NBR SIL SIT SIR Lane Group Flow (vph) 216 50 160 2n 92 236 88 545 146 164 830 257 Act Effct Green (s) 12.0 13.7 13.9 18.1 16.4 19.8 5.4 22.6 42.0 6.3 23.5 74.6 Actuated VC Ratio 0.16 0.18 0.19 0.24 0.22 0.27 0.07 0.30 0.56 0.08 0.32 1.00 v/c Ratio 0.39 0.15 0.45 0.63 0.23 0.50 0.36 0.35 0.16 0.56 0.74 0.16 Control Delay 35.2 28.9 16.1 38.4 26.6 15.9 43.1 22.8 2.7 46.5 29.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 28.9 16.1 38.4 26.6 15.9 43.1 22.8 2.7 46.5 29.8 0.2 LOS D C B D C B D C A D C A Approach Delay 27.3 27.7 21.4 25.9 Approach LOS C C C C Queue Length 50th (ft) 51 22 30 125 38 54 21 73 0 41 183 0 Queue Length 95th (ft) 104 50 73 #'J27 76 111 54 140 32 #108 #372 0 Internal Link Dist (ft) 627 707 207 1501 Tum Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 635 817 356 452 906 473 247 1855 958 291 1336 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storap cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.06 0.45 0.60 0.10 0.50 0.36 0.29 0.15 0.56 0.62 0.16 jntermlllSanary Cycle Length, 100 Actuated Cycle length, 74.6 Control Type, Actuated-Uncoordinated Maximum v/c Ratio, 0.74 Intersection Signal Delay, 25.3 Intersection LOS, C Intersection Capacity Utilization 60.11% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 116 of 140 AM Existing+ Cumulative 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary .,,;. -+ "'t • ~ '-"" t I" '-. + .,' avement EBL EBT EBR WIL WIT WIR NBL NIT NBR SIL SIT SBR Lane Configurations "'i"'i t .,, "'i t .,, "'i"'i ttt .,, "'i"'i tt .,, Traffic Volume (veh/h) 199 46 147 249 85 217 81 501 134 151 764 236 Future Volume (veh/h) 199 46 147 249 85 217 81 501 134 151 764 236 Initial a (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Row, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Row Rate, veh/h 216 50 160 271 92 236 88 545 146 164 830 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 316 353 379 316 514 537 195 1435 715 246 1051 Arrive On Green 0.09 0.19 0.19 0.18 0.27 0.27 0.06 0.28 0.28 0.07 0.30 0.00 Sat Row, veh/h 3466 1870 1532 1781 1870 1543 3466 5106 1543 3466 3554 1585 Grp Volume(v), veh/h 216 50 160 271 92 236 88 545 146 164 830 0 Grp Sat Row(s),veMvln 1728 1870 1532 1781 1870 1543 1728 1702 1543 1728 1m 1585 a Serve(g_ s), s 4.5 1.6 6.5 10.9 2.8 8.7 1.8 6.4 4.2 3.4 15.9 0.0 Cycle a Clear(g_ c), s 4.5 1.6 6.5 10.9 2.8 8.7 1.8 6.4 4.2 3.4 15.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 316 353 379 316 514 537 195 1435 715 246 1051 V/C Ratio(X) 0.68 0.14 0.42 0.86 0.18 0.44 0.45 0.38 0.20 0.67 0.79 Avail Cap(c _ a), veh/h 607 784 732 395 870 830 238 1781 820 280 1283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 32.6 25.0 23.5 29.5 20.4 18.7 33.8 21.4 12.0 33.5 23.9 0.0 Iner Delay (d2), s/Veh 2.6 0.2 0.7 14.1 0.2 0.6 1.6 0.2 0.1 5.0 2.8 0.0 Initial a Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 1.9 0.7 0.1 5.7 1.2 3.0 0.8 2.4 1.4 1.6 6.7 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 35.2 25.2 24.3 43.6 20.6 19.2 35.4 21.6 12.1 38.4 26.7 0.0 LnGrp LOS D C C D C 8 D C 8 D C Approach Vol, veh/h 426 599 n9 994 A Approach Delay, s/Veh 29.9 30.5 21.4 28.7 Approach LOS C C C C ~•-Aal&nedPlls 1 2 3 4 6 6 8 Phs Duration (G+Y+Rc), s 10.4 26.6 17.7 19.3 9.3 27.7 TI.4 25.6 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 6.0 25.8 16.4 31.0 5.1 26.7 13.0 34.4 Max Q Clear Time (g_c+lt), s 5.4 8.4 12.9 8.5 3.8 17.9 6.5 10.7 Green Ext Time (p _ c), s 0.0 4.0 0.3 0.8 0.0 3.7 0.4 1.3 ntlBICtilR HCM 6th Ctr1 Delay 27.2 HCM 6th LOS C •• Unsignalized Delay for [SBRJ is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 117 of 140 PM Existing + Cumulative 1: Colle~e Blvd & SR-78 EB Off-Rame Queues ,> -. t ! EBL EBR NIT Sir Lane Group Flow (vph) 682 425 1929 ms Protected Phases 4 2 6 Permitted Phases 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 22.8 22.8 Total Split (s) 58.0 58.0 62.0 62.0 Total Split(%) 48.3% 48.3% 51.7% 51.7% Maximum Green (s) 53.5 53.5 55.2 55.2 Yellow Time (s) 3.5 3.5 4.8 4.8 All-Red Time (s) 1.0 1.0 2.0 2.0 Lead/lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max V/C Ratio 0.60 0.80 0.52 0.41 Control Delay 34.9 47.5 5.8 15.6 Queue Delay 0.0 1.6 0.6 0.1 Total Delay 34.9 49.0 6.4 15.7 Queue Length 50th (ft) 225 294 88 180 Queue Length 95th (ft) 244 364 135 252 Internal Link Dist (ft) 605 170 214 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1530 708 3679 4331 Starvation Cap Reductn 0 0 1202 0 Spillback Cap Reductn 0 138 0 972 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.75 0.78 0.53 Cycle Length, 120 Actuated Cycle Length, 120 Offset: 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated • LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 118 of 140 PM Existing + Cumulative 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ,> -,. ~ t + .,' ,-....t Ell EBR Nil NBr SBr SIR Lane Configurations "'i"'i .,, tttt ttttt Traffic Volume (veh/h) 627 391 0 1775 1633 0 Future Volume (veh/h) 627 391 0 1775 1633 0 Initial O (Ob), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbTI 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Row, veMv'(n 1870 1870 0 1870 1870 0 Adj Row Rate, veh/h 682 425 0 1929 1775 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veh/h 1060 486 0 3854 4638 0 Arrive On Green 0.31 0.31 0.00 0.40 0.60 0.00 Sat Row, veh/h JG 1585 0 6958 8286 0 Grp Volume(v), veh/h 682 425 0 1929 1775 0 Grp Sat Row(s),veWn 1728 1585 0 1609 1515 D 0 Serve(g_ s), s 20.5 30.5 0.0 27.0 14.7 0.0 Cycle O Clear(&_c), s 20.5 30.5 0.0 27.0 14.7 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veh/h 1060 486 0 3854 4638 D V/C Ratio(X) 0.64 0.87 0.00 0.50 0.39 0.00 Avail Cap(c _ a), veh/h 1541 707 D 3854 4638 D HCM Platoon Ratio 1.00 1.00 1.00 0.67 1.00 1.00 Upstream Filter(() 1.00 1.00 0.00 0.52 1.00 0.00 Uniform Delay (d), s/Veh 35.9 39.4 0.0 22.5 12.6 0.0 Iner Delay (d2), s/Veh 0.7 8.4 0.0 0.2 0.3 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackDf0(50%),veMn 8.7 12.9 0.0 11.0 4.9 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d) ,s/Veh 36.6 47.8 0.0 22.7 12.9 0.0 LnGrp LOS D D A C B A Approach Vol, veh/h 1107 1929 1775 Approach Delay, s/Veh 40.9 22.7 12.9 Approach LOS D C B ·--Asli&nlll PIii 2 4 6 Phs Duration (G+Y+Rc), s 78.7 41.3 78.7 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setting (Gmax), s 55.2 53.5 55.2 Max Q Clear Time (g_c+l1), s 29.0 32.5 16.7 Green Ext Time (p_c), s 17.4 4.3 19.8 lltlnlctiln HCM 6th Ctrl Delay 23.3 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 119 of 140 PM Existing + Cumulative 2: Colle~e Blvd & Halmar Dr/Plaza Dr Queues ,,. --+ 'f +-'-~ t I" \. ! line Grau E8[ Elf WBL WBR NBL NBJ NBR SBL SBJ Lane Group Aow (vph) 121 102 208 13 487 35 1320 445 705 1501 Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 30.1 10.1 20.5 10.1 10.1 25.8 10.1 10.1 21.8 Total Split (s) 19.3 30.1 17.5 28.3 30.4 12.7 42.0 17.5 30.4 59.7 Total Split (%) 16.1% 25.1% 14.6% 23.6% 25.3% 10.6% 35.0% 14.6% 25.3% 49.8% Maximum Green (s) 13.2 24.0 12.4 22.2 24.3 6.6 36.2 12.4 24.3 53.9 • Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.8 4.1 4.1 4.8 All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 1.0 1.0 2.0 1.0 Lead/Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s) 4.0 4.0 4.0 Aash Oont Walk (s) 20.0 16.0 12.0 Pedestrian Calls (#/hr) 5 5 5 Y/C Ratio 0.39 0.50 1.14 0.08 0.87 0.34 0.80 0.55 0.76 0.52 Control Delay 50.0 51.6 158.3 47.2 47.2 62.9 41.8 13.2 62.8 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 54.1 0.2 Total Delay 50.0 51.6 158.3 47.2 47.2 62.9 41.9 13.2 117.0 10.6 Queue Length 50th (ft) n 68 ~188 10 317 26 352 108 278 154 Queue Length 95th (ft) #159 113 #343 27 376 62 414 204 #428 172 Internal Link Dist (ft) 470 1510 1501 170 Turn Bay Length (ft) 90 140 130 100 Base Capacity (vph) 314 366 182 344 562 107 1658 804 923 2887 Starvation Cap Reductn 0 0 0 0 0 0 0 0 488 494 Spillback Cap Reductn 0 0 0 0 0 0 36 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.28 1.14 0.04 0.87 0.33 0.81 0.55 1.62 0.63 ntenectiln Sa Cycle Length, 120 Actuated Cycle Length, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 120 of 140 PM Existing + Cumulative 2: Colle~e Blvd & Ha~mar Dr/Plaza Dr HCM 6th Signalized Intersection Summary ,> _..,. "t 'f ~ '-"" t I" '-. + .,' ,.._. EBl Elf EIR Ill WIT WBR NII. NBT NBR SBL SBT SB Lane Configurations "'i ~ "'i t 7' "'i ttt 7' "'i"'i tt~ Traffic Volume (veh/h) 111 73 21 191 12 448 32 1214 409 649 1263 118 Future Volume (veh/h) 111 73 21 191 12 448 32 1214 409 649 1263 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.97 1.00 0.98 1.00 0.97 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Flow, veMvln 1B70 1B70 1B70 1870 1870 1B70 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 121 79 23 208 13 487 35 1320 445 705 1373 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 147 238 69 184 346 604 44 1680 673 700 2399 224 Arrive On Green 0.08 0.17 0.17 0.10 0.19 0.19 0.02 0.33 0.33 0.41 1.00 1.00 Sat Flow, veh/h 1781 1379 402 1781 1B70 1532 1781 5106 1547 3466 4736 441 Grp Volume(v), veh/h 121 0 102 208 13 487 35 1320 445 705 987 514 Grp Sat Flow(s),veMvln 1781 0 1781 1781 1870 1532 1781 1702 1547 1728 1702 1773 Q Serve(g_ s), s 8.0 0.0 6.0 12.4 0.7 22.2 2.3 28.1 27.5 24.3 0.0 0.0 Cycle Q Clear(g_ c), s 8.0 0.0 6.0 12.4 0.7 22.2 2.3 28.1 27.5 24.3 0.0 0.0 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 147 0 307 184 346 604 44 1680 673 700 1724 898 V/C Ratio(X) 0.82 0.00 0.33 1.13 0.04 0.81 0.79 0.79 0.66 1.01 0.57 0.57 Avail Cap(c _ a), veh/h 196 0 356 184 346 604 98 1680 673 700 1724 898 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.59 0.59 0.59 0.87 0.87 0.87 Uniform Delay (d), s,lveh 54.2 0.0 43.6 53.8 40.1 32.9 58.2 36.4 27.1 35.7 0.0 0.0 Iner Delay (d2), s/Veh 18.4 0.0 0.6 105.6 0.0 7.9 16.3 2.3 3.0 33.6 1.2 2.3 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 4.3 0.0 2.7 10.9 0.3 13.8 1.3 11.9 10.6 11.5 0.3 0.6 Unsig. Movement Delay, s,lveh LnGrp Delay(d),s/Veh 72.5 0.0 44.2 159.4 40.2 40.8 74.5 38.7 30.2 69.3 1.2 2.3 LnGrp LOS E A D F D D E D C F A A Approach Vol, veh/h 223 708 1800 2206 Approach Delay, s,lveh 59.6 75.7 37.3 23.2 Approach LOS E E D C 2 3 4 6 6 1 8 30.4 46.3 17.5 26.8 9.1 66.6 16.0 28.3 Change Period (Y +Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setting (Gmax), s 24.3 36.2 12.4 24.0 6.6 53.9 13.2 221 Max Q Clear Time (g_c+ll), s 26.3 30.1 14.4 8.0 4.3 2.0 10.0 24.2 Green Ext Time (p _ c), s 0.0 4.7 0.0 0.4 0.0 16.1 0.1 0.0 HCM 6th Ctr1 Delay 37.5 HCM 6th LOS D LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 121 of 140 PM Existing + Cumulative 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues ,> -+ .. 'f +-'-"" t I"' '. ! .,, EBL E8T EBR WBL WBR BL NBT NBR SBL SBT SBR Lane Group Flow (vph) 570 191 236 214 166 221 262 an 386 302 609 537 Protected Phases 7 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 8 2 Free Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 36.3 10.1 9.6 36.3 10.1 10.1 28.8 9.6 10.1 28.8 Total Split (s) 18.7 36.7 16.0 18.3 36.3 16.0 16.0 29.0 18.3 16.0 29.0 Total Split (%) 18.7% 36.7% 16.0% 18.3% 36.3% 16.0% 16.0% 29.0% 18.3% 16.0% 29.0% Maximum Green (s) 14.1 31.4 10.9 13.7 31.0 10.9 10.9 23.2 13.7 10.9 23.2 Yellow Time (s) 3.6 4.3 4.1 3.6 4.3 4.1 4.1 4.8 3.6 4.1 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead/lag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None None Min Walk Time (s) 7.0 7.0 7.0 7.0 Aash Oont Walk (s) 24.0 24.0 16.0 16.0 Pedestrian Calls (#/hr) 10 10 10 10 v/c Ratio 0.95 0.51 0.42 0.74 0.47 0.40 0.61 0.69 0.46 0.68 0.68 0.34 Control Delay 64.0 34.6 13.8 52.2 34.1 13.2 42.5 31.9 4.5 44.7 32.9 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.0 34.6 13.8 52.2 34.1 13.2 42.5 31.9 4.5 44.7 32.9 0.6 Queue Length 50th (ft) 147 90 53 102 n 48 64 142 10 75 142 0 Queue Length 95th (ft) #331 152 106 #268 135 99 #129 239 72 #164 253 0 Internal Link Dist (ft) 627 707 207 1501 Turn Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 597 721 579 299 712 563 461 1465 871 461 1013 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.95 0.26 0.41 0.72 0.23 0.39 0.57 0.60 0.44 0.66 0.60 0.34 , ntersectiln Su■■IIJ Cycle Length, 100 Actuated Cycle Length, 82.2 Control Type, Actuated-Uncoonlinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 122 of 140 PM Existing + Cumulative 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary .,.,. -. 'f +-'-"" t I" \. + .,, -+ llflmllnt EBL m EBR Wll WIJ WBR NBL NIJ NBR SBL SIT SBR Lane Configurations lf 'j t .,, "i t .,, "i"i ttt .,, "i"i tt .,, Traffic Volume (veMi) 524 176 217 197 153 203 241 807 355 278 560 494 Future Volume (veMi) 524 176 217 197 153 203 241 807 355 278 560 494 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Row, veM\,'ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veMi 570 191 236 214 166 221 262 877 386 302 609 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veMi 589 435 518 253 382 490 348 1341 630 386 973 Arrive On Green 0.17 0.23 0.23 0.14 0.20 0.20 0.10 0.26 0.26 0.11 0.27 0.00 Sat Row, veMi 3456 1870 1539 1781 1870 1535 3456 5106 1542 3456 3554 1585 Grp Volume(v), vel\lh 570 191 236 214 166 221 262 877 386 302 609 0 Grp Sat Row(s),veM\,'ln 1728 1870 1539 1781 1870 1535 tn8 1702 1542 1728 1m 1585 Q Serve(g_ s), s 13.6 7.2 10.0 9.7 6.4 9.5 6.1 12.7 16.5 7.0 12.4 0.0 Cycle Q Clear(g_c), s 13.6 7.2 10.0 9.7 6.4 9.5 6.1 12.7 16.5 7.0 12.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veMl 589 435 518 253 382 490 348 1341 630 386 973 V/C Ratio(X) 0.97 0.44 0.46 0.85 0.43 0.45 0.75 0.65 0.61 0.78 0.63 Avail Cap(c_a), veMl 589 709 743 295 700 752 455 1431 657 455 996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 34.1 27.1 21.7 34.7 28.8 22.6 36.2 27.2 19.6 35.8 26.4 0.0 Iner Delay (d2), s/Veh 29.2 0.7 0.6 17.9 0.8 0.6 5.1 1.0 1.6 7.4 1.2 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 7.9 3.2 3.6 5.4 2.9 3.4 2.8 5.1 5.8 3.3 5.2 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 63.3 27.8 22.4 52.6 29.6 23.3 41.3 28.2 21.2 43.2 27.6 0.0 LnGrp LOS E C C D C C D C C D C Approach Vol, veMi 997 601 1525 911 A Approach Delay, s/Veh 46.8 35.4 28.6 32.7 Approach LOS D D C C --PIii 1 2 3 4 6 I 1 8 Phs Duration (G+Y+Rc), s 14.3 27.5 16.3 24.6 13.4 28.5 18.7 22.2 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 10.9 23.2 13.7 31.4 10.9 23.2 14.1 31.0 Max Q Clear Time (g_ c + 11), s 9.0 18.5 11.7 12.0 8.1 14.4 15.6 11.5 Green Ext Time (p_c), s 0.2 3.0 0.1 1.8 0.2 2.7 0.0 1.6 mnei:tlin HCM 6th Ctr1 Delay 35.1 HCM 6th LOS D User approved pedestrian interval to be less than phase max green. Unsi111alized Delay for [SBRJ is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 123 of 140 Appendix I Existing + Cumulative + Project Intersection LOS Calculations Childern's Paradise Day Care TIA Appendix Page 124 of 140 AM Existing + Cumulative + Project 1: Colle~e Blvd & SR-78 EB Off-Rame Queues _,> "'), t + EBL EBR NIT SIT Lane Group Flow (vph) 640 271 1009 1732 Act Effct Green (s) 25.6 25.6 63.1 63.1 Actuated g/C Ratio 0.26 0.26 0.63 0.63 V/C Ratio 0.73 0.66 0.25 0.36 Control Delay 38.7 39.8 3.8 9.6 Queue Delay 0.0 0.3 0.1 0.0 Total Delay 38.7 40.2 3.9 9.7 LOS D D A A Approach Delay 39.1 3.9 9.7 Approach LOS D A A Queue Length 50th (ft) 193 152 31 118 Queue Length 95th (ft) 228 215 40 169 Internal Link Dist (ft) 605 170 214 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1424 661 4043 4760 Starvation Cap Reductn 0 0 1722 0 Spillback Cap Reductn 0 101 0 734 Storage cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.48 0.43 0.43 Cycle Length, 100 Actuated Cycle length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.73 Intersection Signal Delay, 15.4 Intersection LOS, B Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 125 of 140 AM Existing + Cumulative + Project 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ,> "t ~ t ! ..,, ~fflllllllt Ell EBR Nil NBr SBr SIR Lane Configurations ~~ .,, tttt ttttt Traffic Volume (veMI) 589 249 0 928 1593 0 Future Volume (veMi) 589 249 0 928 1593 0 Initial O (Ob), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 1.00 1.00 1.00 Parxing Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Row, veM\,'ln 1870 1870 0 1870 1870 0 Adj Row Rate, veMi 640 271 0 1009 1732 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 0 2 2 0 Cap, veMi 794 364 0 4229 4979 0 Arrive On Green 0.23 0.23 0.00 0.22 0.66 0.00 Sat Row, veMi 3466 1585 0 6958 8286 0 Grp Volume(v), veMi 640 271 0 1009 1732 0 Grp Sat Row(s),veM\,'ln 1728 1585 0 1609 1515 0 0 Serve(g_ s), s 17.5 15.9 0.0 13.0 10.2 0.0 Cycle O Clear(g_c), s 17.5 15.9 0.0 13.0 10.2 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), veMi 794 364 0 4229 4979 0 V/C Ratio(X) 0.81 0.74 0.00 0.24 0.35 0.00 Avail Cap(c_a), veMi 1434 658 0 4229 4979 0 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 0.93 1.00 0.00 Uniform Delay (d), s,/veh 36.4 35.8 0.0 18.5 7.6 0.0 Iner Delay (d2), s,/veh 2.0 3.0 0.0 0.1 0.2 0.0 Initial O Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOf0(50%),veMn 7.5 6.4 0.0 5.6 3.0 0.0 Unsig. Movement Delay, s,/veh LnGrp Delay(d),s/Veh 38.4 38.8 0.0 18.6 7.8 0.0 LnGrp LOS D 0 A B A A Approach Vol, veMi 911 1009 1732 Approach Delay, s/Veh 38.5 18.6 7.8 Approach LOS D B A --2 4 8 Phs Duration (G+Y+Rc), s 72.5 27.5 72.5 Change Period (Y + Re), s 6.8 4.5 6.8 Max Graen Setting (Gmax), s (1.2 41.5 (1.2 Max Q Clear Time (g_c+ll), s 15.0 19.5 12.2 Graen Ext Time (p_c), s 8.6 3.5 18.2 enSuiiiy HCM 6th Ctr1 Delay 18.5 HCM 6th LOS B LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 126 of 140 AM Existing + Cumulative + Project 2: Colleae Blvd & Ha~mar Dr/Plaza Dr Queues ,> _. '( ..... 4.... ~ t I" '. ! J,.ane G11u2 EBL EBT WBL WBT WBR NBL NBT NBR S8L m Lane Group Flow (vph) 105 79 135 13 241 35 663 264 604 1394 Act Effct Green (s) 18.9 11.3 10.4 9.5 27.8 6.4 35.5 46.6 22.0 55.9 Actuated glC Ratio 0.19 0.11 0.10 0.10 0.28 0.06 0.36 0.47 0.22 0.56 v/c Ratio 0.31 0.37 0.74 0.07 0.46 0.31 0.37 0.31 0.80 0.50 Control Delay 37.4 36.8 67.4 38.5 14.3 52.7 27.3 3.5 58.9 11.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 52.9 0.2 Total Delay 37.4 36.8 67.4 38.5 14.3 52.7 27.3 3.5 111.7 11.7 LOS D D E D B D C A F B Approach Delay 37.2 33.5 21.7 41.9 Approach LOS D C C D Queue Length 50th (ft) 53 40 84 8 57 21 118 0 204 138 Queue Length 95th (ft) 117 72 #172 23 84 #61 182 50 #288 161 Internal Link Dist (ft) 470 1510 1501 170 Tum Bay Length (ft) 90 140 130 100 Base Capacity (vph) 353 439 192 400 541 113 1805 868 775 2796 Starvation Cap Reductn 0 0 0 0 0 0 0 0 305 466 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.30 0.18 D.70 0.03 0.45 0.31 0.37 0.30 1.29 0.60 ntll'SICtiln Cycle Length, 100 Actuated Cycle Length, 100 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated Maximum v/c Ratio, 0.80 Intersection Signal Delay, 35.3 Intersection LOS, D Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 127 of 140 AM Existing + Cumulative + Project 2: Colle~e Blvd & Halmar Dr/Plaza Dr HCM 6th Signalized Intersection Summary .,> -+ "t 'f +-"' "" t I" '-. + .,' Miiiiiilllt Ell Elf EBR WI WBI Nil NIJ NBR Sil SIJ SBI Lane Configurations "I f+ "I t 7' "I ttt 7' "l"I ttf+ Traffic Volume (velv'h) 97 fjJ 16 124 12 222 32 610 24-1 556 1163 120 Future Volume (veMi) 97 fjJ 16 124 12 222 32 610 24-1 556 1163 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.96 1.00 0.96 1.00 0.98 1.00 0.97 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Flow, velv'Mn 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veMi 105 62 17 135 13 241 35 663 264 604 1264 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veMi 133 197 54 165 279 531 44 1755 679 663 2393 246 Arrive On Green 0.07 0.14 0.14 0.09 0.15 0.15 0.02 0.34 0.34 0.38 1.00 1.00 Sat Flow, velv'h 1781 1399 384 1781 1870 1523 1781 5106 1547 3466 4686 482 Grp Volume(v), vell/h 105 0 79 135 13 241 35 663 264 604 918 476 Grp Sat Flow(s),velv'Mn 1781 0 1782 1781 1870 1523 1781 1702 1547 1728 1702 1764 Q Serve(g_s), s 5.8 0.0 4.0 7.4 0.6 12.4 2.0 9.8 11.6 16.6 0.0 0.0 Cycle Q Clear(g_ c), s 5.8 0.0 4.0 7.4 0.6 12.4 2.0 9.8 11.6 16.6 0.0 0.0 Prop In Lane 1.00 0.22 1.00 1.00 1.00 1.00 1.00 0.27 Lane Grp Cap(c), velv'h 133 0 251 165 279 531 44 1755 679 663 1738 901 V/C Ratio(X) 0.79 0.00 0.31 0.82 0.05 0.45 0.79 0.38 0.39 0.91 0.53 0.53 Avail Cap(c_a), velv'h 221 0 428 194 402 632 n 1755 679 722 1738 901 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.91 0.91 0.91 0.92 0.92 0.92 Uniform Delay (d), s,/veh 45.5 0.0 38.6 44.5 36.5 25.8 48.5 24.8 19.2 30.0 0.0 0.0 Iner Delay (d2), s,/veh 10.0 0.0 0.7 20.5 0.1 0.6 24.0 0.6 1.5 14.1 1.1 2.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackDfQ(50%),veMn 2.9 0.0 1.8 4.2 0.3 4.5 1.2 4.0 4.3 &.& 0.3 0.5 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 55.5 0.0 39.3 65.1 36.5 26.4 72.5 25.3 20.7 44.1 1.1 2.0 LnGrp LOS E A 0 E D C E C C D A A Approach Vol, velv'h 184 389 962 1998 Approach Delay, s/Veh 48.6 40.2 25.8 14.3 Approach LOS 0 D C B --PIii 2 3 4 6 & 7 8 Phs Duration (G+Y+Rc), s 25.3 40.2 14.4 20.2 8.6 56.9 13.6 21.0 Change Period (Y+ Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setti111 (Gmax), s 20.9 21.1 10.9 24.0 4.3 ~.7 12.4 21.5 Max Q Clear Time (g_c+l1), s 18.6 13.6 9.4 6.0 4.0 2.0 7.8 14.4 Green Ext Time (p_c), s 0.6 3.3 0.0 0.3 0.0 12.9 0.1 0.5 .. HCM &th Ctr1 Delay 22.1 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 128 of 140 AM Existing + Cumulative + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues ,> -+ ... • +-'-"" t I" \. ! .,, ~GrlU! Ell Elf EBR WBL WBr WBR NIL NIT NBR SIL SIT SIR Lane Group Aow (vph) 264 60 190 271 102 236 118 539 146 164 825 304 Act Effct Green (s) 12.7 13.7 16.2 16.3 17.3 20.7 5.4 22.7 40.3 6.3 23.7 76.3 Actuated WC Ratio 0.17 0.18 0.21 0.21 0.23 0.27 0.07 0.30 0.53 0.08 0.31 1.00 v/c Ratio 0.46 0.18 0.48 0.72 0.24 0.49 0.49 0.36 0.16 0.58 0.75 0.20 Control Delay 35.9 29.8 17.5 44.3 27.2 16.0 47.2 23.5 2.8 47.8 30.7 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 29.8 17.5 44.3 27.2 16.0 47.2 23.5 2.8 47.8 30.7 0.3 LOS D C B D C B D C A D C A Approach Delay 28.4 30.5 23.2 25.7 Approach LOS C C C C Queue Length 50th (ft) 62 27 42 124 43 55 29 72 0 40 182 0 Queue Length 95th (ft) 124 S1 91 #327 84 111 #79 138 32 #108 #368 0 Internal Link Dist (ft) 627 707 207 1501 Tum Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 620 797 393 400 884 481 241 1811 909 284 1304 1558 Sta11ation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.08 0.48 0.68 0.12 0.49 0.49 0.30 0.16 0.58 0.63 0.20 ntll'IICIIIR Cycle Length, 100 Actuated Cycle Length, 76.3 Control Type, Actuated-Uncoordinated Maximum v/c Ratio, 0.75 Intersection Signal Delay, 26.4 Intersection LOS, C Intersection Capacity Utilization 60.6% ICU Level of Se11ice B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 129 of 140 AM Existing + Cumulative + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary .,> -+ ~ 'f +-'-"\ t 11" \. + -ct' lllllllt Ell EBT EBR WBL WBT WBR NIL NBT NBR SBL SBT Lane Configurations "i"i t .,, "i t .,, "i"i ttt .,, "i"i tt .,, Traffic Volume (vel\lh) 243 55 175 249 94 217 109 496 134 151 759 280 Future Volume (vel\lh) 243 55 175 249 94 217 109 496 134 151 759 280 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbTI 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parking Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Aow Rate, vel\lh 264 60 190 271 102 236 118 539 146 164 825 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vel\lh 365 365 396 315 499 523 210 1438 715 245 1036 Arrive On Green 0.11 0.20 0.20 0.18 0.27 0.27 0.06 0.28 0.28 0.07 0.29 0.00 Sat Aow, vel\lh 3466 1870 1533 1781 1870 1542 3456 5106 1543 3456 3554 1585 Grp Volume(v), vel\lh 264 60 190 271 102 236 118 539 146 164 825 0 Grp Sat Aow(s),veMvln 1728 1870 1533 1781 1870 1542 1728 1702 1543 ms 1m 1585 Q Serve(g_ s), s 5.6 2.0 7.9 11.2 3.2 9.0 2.5 6.4 4.3 3.5 16.2 0.0 Cycle Q Clear(g_c), s 5.6 2.0 7.9 11.2 3.2 9.0 2.5 6.4 4.3 3.5 16.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vel\lh 365 365 396 315 499 523 210 1438 715 245 1036 V/C Ratio(X) 0.72 0.16 0.48 0.86 0.20 0.45 0.56 0.37 0.20 0.67 0.80 Avail Cap(c _ a), vel\lh 595 768 726 387 852 815 233 1744 808 275 1256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s,,'veh 32.7 25.3 23.9 30.2 21.5 19.6 34.5 21.8 12.2 34.2 24.7 0.0 Iner Delay (d2), s,,'veh 2.7 0.2 0.9 15.0 0.2 0.6 2.5 0.2 0.1 5.3 3.0 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 2.4 0.9 2.9 5.9 1.4 3.2 1.1 2.5 1.4 1.6 6.9 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 35.4 25.5 24.8 45.2 21.7 20.2 37.0 22.0 12.4 39.6 27.7 0.0 LnGrp LOS D C C D C C D C 8 D C Approach Vol, vel\lh 514 609 803 989 A Approach Delay, s/Veh 30.3 31.5 22.4 29.7 Approach LOS C C C C ••-Assl&MIIPlls 2 3 4 6 6 1 8 Phs Duration (G+Y+Rc), s 10.4 27.1 18.0 20.0 9.7 27.8 12.6 25.4 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 6.0 25.8 16.4 31.0 5.1 26.7 13.0 34.4 Max Q Clear Time (g_c+ll), s 5.5 8.4 13.2 9.9 4.5 18.2 7.6 11.0 Green Ext Time (p_c), s 0.0 3.9 0.3 0.9 0.0 3.6 0.4 1.4 Siiiilliij HCM 6th Ctr1 Delay 28.2 HCM 6th LOS C Unsignalized Delay for [SBRI is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 130 of 140 PM Existing + Cumulative + Project 1: Colleae Blvd & SR-78 EB Off-Rame Queues ,> • t ! µneGrlu Ell EBR NIT SIT lane Group Flow (vph) 682 436 1960 1808 Protected Phases 4 2 6 Permitted Phases 4 Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 20.5 20.5 22.8 22.8 Total Split (s) 58.0 58.0 62.0 62.0 Total Split (%) 48.3% 48.3% 51.7% 51.7% Maximum Green (s) 53.5 53.5 55.2 55.2 Yellow Time (s) 3.5 3.5 4.8 4.8 All-Red Time (s) 1.0 1.0 2.0 2.0 Leall/lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None None C-Max C-Max v/c Ratio 0.59 0.81 0.54 0.42 Control Delay 34.1 47.3 6.0 16.1 Queue Delay 0.0 1.8 0.6 0.1 Total Delay 34.1 49.1 6.6 16.3 Queue Length 50th (ft) 222 302 92 188 Queue Length 95th (ft) 241 373 136 261 Internal Link Dist (ft) 605 170 214 Tum Bay Length (ft) 350 350 Base Capacity (vph) 1530 708 3638 4283 Sta11ation Cap Reductn 0 0 1161 0 Spillback Cap Reductn 0 138 0 1020 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.45 0.76 0.79 0.55 In Cycle Length, 120 Actuated Cycle lelllth, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 131 of 140 PM Existing + Cumulative + Project 1: Colle~e Blvd & SR-78 EB Off-Rame HCM 6th Signalized Intersection Summary ,> t "" t ! .,' EBL EBR NBL NII' Sil' SBR Lane Configurations "i"i 7' tttt ttttt Traffic Volume (vel\lh) 627 401 0 1803 1663 0 Future Volume (vel\lh) 627 401 0 1803 1663 0 Initial Q (Ob), veh 0 0 0 0 0 0 Ped-Bike Adj(A _pbD 1.00 1.00 1.00 1.00 Parting Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Row, veMv'ln 1870 1870 0 1870 1870 0 Adj Row Rate, vel\lh 682 436 0 1960 1808 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 2 2 0 Cap, vel\lh 1083 497 0 3811 4487 0 Arrive On Green 0.31 0.31 0.00 0.40 0.59 0.00 Sat Row, vel\lh 3466 1585 0 6958 8286 0 Grp Volume(v), vet\lh 682 436 0 1960 1808 0 Grp Sat Row(s),veMv'ln ln8 1585 0 1609 1515 0 Q Serve(g_ s), s 20.3 31.3 0.0 27.7 15.3 0.0 Cycle Q Clear(g_c), s 20.3 31.3 0.0 27.7 15.3 0.0 Prop In Lane 1.00 1.00 0.00 0.00 Lane Grp Cap(c), vel\lh 1083 497 0 3811 4487 0 V/C Ratio(X) 0.63 0.88 0.00 0.51 0.40 0.00 Avail Cap(c_a), vel\lh 1541 707 0 3811 4487 0 HCM Platoon Ratio 1.00 1.00 1.00 0.67 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.51 1.00 0.00 Uniform Delay (d), s/Veh 35.2 39.0 0.0 23.1 13.1 0.0 Iner Delay (d2), s/Veh 0.6 8.9 0.0 0.3 0.3 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackOfQ(50%),veMn 8.6 13.3 0.0 11.3 5.2 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 35.8 47.9 0.0 23.4 13.4 0.0 LnGrp LOS D D A C B A Approach Vol, vel\lh 1118 1960 1808 Approach Delay, s,,'veh 40.6 23.4 13.4 Approach LOS D C B 2 4 6 Phs Duration (G+Y+Rc), s 77.9 42.1 77.9 Change Period (Y + Re), s 6.8 4.5 6.8 Max Green Setti111 (Gmax), s 55.2 53.5 55.2 Max Q Clear Time (g_c+l1), s 29.7 33.3 17.3 Green Ext Time (p_c), s 17.4 4.4 20.1 SUMarJ HCM 6th Ctr1 Delay 23.6 HCM 6th LOS C LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 132 of 140 PM Existing + Cumulative + Project 2: Colleae Blvd & Halmar Dr/Plaza Dr Queues ~ --+ "f +-4-... ~ t I'" '-. ! lane Gnu! Ell EBT Wll WIT WBR Nil NIJ NBR Sil SBr Lane Group Flow (vph) 121 102 208 13 487 35 1350 458 705 1544 Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.1 30.1 10.1 20.5 10.1 10.1 25.8 10.1 10.1 21.8 Total Split (s) 19.0 30.1 17.2 28.3 30.4 12.7 42.3 17.2 30.4 60.0 Total Split (%) 15.8% 25.1% 14.3% 23.6% 25.3% 10.6% 35.3% 14.3% 25.3% 50.0% Maximum Green (s) 12.9 24.0 12.1 22.2 24.3 6.6 36.5 12.1 24.3 54.2 Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.8 4.1 4.1 4.8 All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 1.0 1.0 2.0 1.0 Lead/lag Lead Lag Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Max None None C-Max Walk Time (s) 4.0 4.0 4.0 Flash Dont Walk (s) 20.0 16.0 12.0 Pedestrian Calls (#/hr) 5 5 5 v/c Ratio 0.39 0.50 1.17 0.08 0.87 0.34 0.81 0.57 0.76 0.53 Control Delay 50.4 51.6 167.2 47.2 47.2 62.9 42.0 13.7 63.7 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 54.3 0.2 Total Delay 50.4 51.6 167.2 47.2 47.2 62.9 42.3 13.7 118.0 10.6 Queue Length 50th (ft) n 68 ~191 10 317 26 362 116 285 157 Queue Length 95th (ft) #166 113 #346 27 376 62 424 215 #429 176 Internal Link Dist (ft) 470 1510 1501 170 Turn Bay Length (ft) 90 140 130 100 Base Capacity (vph) 310 366 178 344 562 107 1671 805 923 2902 Starvation Cap Reductn 0 0 0 0 0 0 0 0 497 479 Spillback Cap Reductn 0 0 0 0 0 0 48 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced V/c Ratio 0.39 0.28 1.17 0.04 0.87 0.33 0.83 0.57 1.65 0.64 Cycle Length, 120 Actuated Cycle Length, 120 Offset, 0 (0%), Referenced to phase 2,NBT and 6,SBT, Start of Green Control Type, Actuated-Coordinated ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 133 of 140 PM Existing + Cumulative + Project 2: Colle~e Blvd & Halmar Dr/Plaza Dr HCM 6th Signalized Intersection Summary ,> ~ 'f ,._ '-~ t ~ \. ~ ~ --+ .. Nllllt Ell m EBR WBL WBT WBR NBL NBT NBR SBL SBT SBI Lane Configurations ~ f+ ~ t ,, ~ ttt ,, ~~ ttf+ Traffic Volume (veM!) 111 73 21 191 12 448 32 1242 421 649 1303 118 Future Volume (veh/h) 111 73 21 191 12 448 32 1242 421 649 1303 118 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 0.97 Parting Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMv'ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 121 79 23 208 13 487 35 1350 458 705 1416 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veMi 147 242 70 180 346 604 44 1680 669 700 2406 217 Arrive On Green 0.08 0.18 0.18 0.10 0.19 0.19 0.02 0.33 0.33 0.41 1.00 1.00 Sat Aow, veMl 1781 1379 402 1781 1870 1532 1781 5106 1547 3466 4750 429 Grp Volume(v), veh/h 121 0 102 208 13 487 35 1350 458 705 1015 529 Grp Sat Aow(s),veMv'ln 1781 0 1781 1781 1870 1532 1781 1702 1547 1728 1702 1776 Q Serve(g_ s), s 8.0 0.0 6.0 12.1 0.7 22.2 2.3 28.9 28.8 24.3 0.0 0.0 Cycle Q Clear(g_ c), s 8.0 0.0 6.0 12.1 0.7 22.2 2.3 28.9 28.8 24.3 0.0 0.0 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veMi 147 0 312 180 346 604 44 1680 669 700 1724 899 V/C Ratio(X) 0.82 0.00 0.33 1.16 0.04 0.81 0.79 0.80 0.68 1.01 0.59 0.59 Avail Cap(c_a), veMi 191 0 356 180 346 604 98 1680 669 700 1724 899 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(() 1.00 0.00 1.00 1.00 1.00 1.00 0.54 0.54 0.54 0.86 0.86 0.86 Uniform Delay (d), s/Veh 54.2 0.0 43.3 54.0 40.1 32.9 58.2 36.7 27.7 35.7 0.0 0.0 Iner Delay (d2), s/Veh 19.3 0.0 0.6 116.1 0.0 7.9 15.1 2.3 3.1 33.4 1.3 2.4 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 4.4 0.0 2.7 11.2 0.3 13.8 1.2 12.3 11.1 11.5 0.3 0.6 Unsig. Movement Delay, s/Veh LnGrp Delay(d) ,s/Veh 73.4 0.0 43.9 170.0 40.2 40.8 73.2 39.0 30.8 69.1 1.3 2.4 LnGrp LOS E A D F D D E D C F A A Approach Vol, veMi 223 708 1843 2249 Approach Delay, s/Veh 59.9 78.8 37.6 22.8 Approach LOS E E D C PIii 1 2 3 4 6 6 1 a Phs Duration (G+Y+Rc), s 30.4 46.3 17.2 27.1 9.1 66.6 16.0 28.3 Change Period (Y + Re), s 6.1 5.8 5.1 6.1 6.1 5.8 6.1 6.1 Max Green Setting (Gmax), s 24.3 36.5 12.1 24.0 6.6 54.2 12.9 22.2 Max Q Clear Time (g_c+ll), s 26.3 30.9 14.1 8.0 4.3 2.0 10.0 24.2 Green Ext Time (p _ c), s 0.0 4.4 0.0 0.4 0.0 16.8 0.1 0.0 lnt.--tllRSII--, HCM 6th Ctr1 Delay 37.8 HCM 6th LOS D LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 134 of 140 PM Existing + Cumulative + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd Queues ,> _. -,. 'f +-'-"" t I" \. + .,' La111Grlu! EBL EBT EBR WBL WBT WBI NBL NBT NBI SBL SIi' SBI Lane Group Flow (vph) 618 201 268 214 176 221 295 872 386 302 603 586 Protected Phases 7 4 5 3 8 1 5 2 3 1 6 Permitted Phases 4 8 2 Free Minimum Initial (s) 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 5.0 5.0 10.0 Minimum Split (s) 9.6 36.3 10.1 9.6 36.3 10.1 10.1 28.8 9.6 10.1 28.8 Total Split (s) 18.7 36.7 16.0 18.3 36.3 16.0 16.0 29.0 18.3 16.0 29.0 Total Split(%) 18.7% 36.7% 16.0% 18.3% 36.3% 16.0% 16.0% 29.0% 18.3% 16.0% 29.0% Maximum Green (s) 14.1 31.4 10.9 13.7 31.0 10.9 10.9 23.2 13.7 10.9 23.2 Yellow Time (s) 3.6 4.3 4.1 3.6 4.3 4.1 4.1 4.8 3.6 4.1 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lead,11.ag Lead Lag Lead Lead Lag Lead Lead Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None None Min Walk Time (s) 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 24.0 24.0 16.0 16.0 Pedestrian Calls (#/hr) 10 10 10 10 v/c Ratio 1.04 0.53 0.47 0.75 0.49 0.40 0.67 0.69 0.45 0.68 0.68 0.38 Control Delay 83.8 35.0 15.2 52.6 34.5 13.2 44.4 32.0 4.9 45.0 33.4 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 83.8 35.0 15.2 52.6 34.5 13.2 44.4 32.0 4.9 45.0 33.4 0.7 Queue Length 50th (ft) -174 95 66 103 83 48 73 142 13 75 141 0 Queue Length 95th (ft) #368 160 126 #268 142 99 #159 237 81 #164 251 0 Internal Link Dist (ft) 627 707 207 1501 Turn Bay Length (ft) 350 100 100 160 160 300 1 Base Capacity (vph) 595 719 582 298 710 566 460 1450 861 460 1009 1558 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.04 0.28 0.46 0.72 0.25 0.39 0.64 0.60 0.45 0.66 0.60 0.38 Cycle Length, 100 Actuated Cycle Length, 82.5 Control Type, Actuated-Uncoordinated -Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 135 of 140 • PM Existing + Cumulative + Project 3: Colle~e Blvd & Marron Rd/Lake Blvd HCM 6th Signalized Intersection Summary ,,;. -+ --. 'f ..... '-~ t I" \. + .,, IIMment EBL Ell EBR Wll WIT WIR NBL NIT NBR SBL SIi SIR Lane Configurations ~~ t 'f' ~ t 'f' ~~ ttt 'f' ~~ tt 'f' Traffic Volume (vell/ll) 569 185 247 197 162 203 271 802 355 278 555 539 Future Volume (vell,l11) 569 185 247 197 162 203 2n 802 355 278 555 539 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A _pbT) 1.00 0.97 1.00 0.97 1.00 0.97 1.00 1.00 Parting Bus, 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 Work Zone On Approach No No No No Adj Sat Aow, veMvln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Aow Rate, vell,l11 618 201 268 214 176 221 295 872 386 302 603 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Yeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vell/ll 588 436 532 252 383 491 379 1340 629 386 940 Arrive On Green 0.17 0.23 0.23 0.14 0.20 0.20 0.11 0.26 0.26 0.11 0.26 0.00 Sat Aow, vell/ll 3466 1870 1539 1781 1870 1535 3466 5106 1542 3466 3554 1585 Grp Volume(v), vell,l11 618 201 268 214 176 221 295 872 386 302 603 0 Grp Sat Aow(s),veMvln 1728 1870 1539 1781 1870 1535 1728 1702 1542 1728 1m 1585 Q Serve(g_ s), s 14.1 7.7 11.5 9.7 6.8 9.5 6.9 12.6 16.5 7.0 12.5 0.0 Cycle Q Clear(g_ c), s 14.1 7.7 11.5 9.7 6.8 9.5 6.9 12.6 16.5 7.0 12.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vell,l11 588 436 532 252 383 491 379 1340 629 386 940 V/C Ratio(X) 1.05 0.46 0.50 0.85 0.46 0.45 0.78 0.65 0.61 0.78 0.64 Avail Cap(c _ a), vell/ll 588 709 757 295 700 751 455 1430 656 455 995 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/Veh 34.4 27.3 21.7 34.7 28.9 22.6 35.9 27.2 19.6 35.8 27.0 0.0 Iner Delay (d2), s/Veh 51.1 0.8 0.7 17.9 0.9 0.6 7.0 1.0 1.6 7.4 1.3 0.0 Initial Q Delay(d3),s/Veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veMn 9.9 3.4 4.1 5.4 3.1 3.4 3.2 5.1 5.8 3.3 5.3 0.0 Unsig. Movement Delay, s/Veh LnGrp Delay(d),s/Veh 85.5 28.1 22.4 52.6 29.8 23.3 42.9 28.1 21.2 43.2 28.3 0.0 LnGrp LOS F C C D C C D C C D C Approach Vol, vell,l11 1087 611 1553 905 A Approach Delay, s/Veh 59.3 35.4 29.2 33.3 Approach LOS E D C C --Plii 1 2 3 4 & 7 I Phs Duration (G+Y+Rc), s 14.3 27.5 16.3 24.6 14.2 27.7 18.7 22.2 Change Period (Y + Re), s 5.1 5.8 4.6 5.3 5.1 5.8 4.6 5.3 Max Green Setting (Gmax), s 10.9 23.2 13.7 31.4 10.9 23.2 14.1 31.0 Max a Clear Time (g_c+l1), s 9.0 18.5 11.7 13.5 8.9 14.5 16.1 11.5 Green Ext Time (p _ c), s 0.2 2.9 0.1 2.0 0.2 2.7 0.0 1.7 jntlnectian SUIIIIIIIIJ HCM 6th Ctrl Delay 38.9 HCM 6th LOS D Nita User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [SBR) is excluded from calculations of the approach delay and intersection delay. LOS Engineering, Inc. Childern's Paradise Day Care TIA Appendix Page 136 of 140 • Appendix I Bus Schedule Childern's Paradise Day Care TIA Appendix Page 137 of 140 323 I College Blvd. SPRINTER Station to Quarry Creek Estacion College Blvd. de SPRINTER via Quarry Creek M-f L-V Destinations /Destinos • Plaza Camino Real • Quarry Creek (Wolmort) • The Shoppes ot Carlsbad • Carlsbad High School • Sage Creek High School -Route 323/Ruto 323 BREEZE System/Sistema BREEZE Select Trips/Viojes Selectos COASTER/SPRINTER Street/Colle Q Time Point/Punta de Tiempo ® Stops/Porodos • Londmork/Punto de Referenda D Transfer/Tronsbordo Mission Sa CARLSBAD • OMV • Salvation Army • Vista Community Clinic • Volley Middle School • VA Clinic VISTA 0 sageCreek ,,--HS @ 166 NORTH COUNTY TRANSIT DISTRICT Rider's Guide EFFECTIVE April 7, 2019 • 3 2 3 I College Blvd. SPRINTER Station to Quarry Creek E1toc16n College Blvd. de SPRINTER via Quorry Creek Bold denotes P.M. times/El texto en negrita indico hororio en las tardes (P.M.) Monday -Friday Southbound to Quarry Creek/Plaza Camino Real Lunes a Viernes • Direcci6n hacia el sur a Quarry (reek/Plaza Camino Real Carlsbad Plaza Chestnut Ave. Village Dr. Camino Real & & Santa Clara Transit Monroe St. Way Center (Carlsbad HS) 5:56 6:02 6:10 *6:08 *6:16 *6:33 *6:47 *6:59 *7:15a **6:1 6 **6:24 **6:41 **6:55 **7:07 6:56 7:02 7:10 **7:09 **7:18 **7:34 **7:48 **8:00 **8:15 7:56 8:02 8:10 8:56 9:02 9:12 9:56 10:02 10:12 10:56 l l :02 l l :12 l l :56 12:02 12:12p 12:56 1:03 1:13 1:56 2:03 2:13 2:56 3:03 3:13 3:54 4:01 4:11 4:54 5:01 5:11 5:56 6:03 6:12 • Operates Monday, Tuesday, Thursday, and Frid□r arriving at Carlsbad High School at 6:59 a.m. and Sage Creek High Schoo at 7: 15 a.m. Opera Lunes, Martes, Jueves y Viernes llegando a Carlsbad High School a las 6:59 a.m. ya Sage Creek High School a las 7: 15 a.m. Operates Wednesday only. Opero solamente los Miercoles. Route 323 does not operate on Saturdays, Sundays, or holidays. Lo Ruta 323 no opero los s6bados, domingos o en dias festivos. # Board southbound Route 323 buses on south side of Oceanside Blvd. by Panda Express. Sub,r a bordo de los autobuses de la Ruta 323, direcc16n hacia el sur, en el lado sur de Oceanside Blvd cerca de Panda Express Trips operate only when high schools are open. Trip operates on school doys in regular school year (not during summer school). Las viajes operan solamente cuando las escuelas est6n abiertas. El viaje opera las dfas escalares duronte el □no regular de closes (no durante el verano). Childern's Paradise Day Car~,lll~MO Gu;a de Pasajero, del NORTH COUNTY TRANSIT DISTRICT I VALIDA desde el 7 de obril de/ 2019 167 • • • • • • • • • 3 2 3 I College Blvd. SPRINTER Station to Quarry Creek Estacion College Blvd. de SPRINTER vio Quarry (reek Bold denotes P.M. times/El texto en negrito indica horario en las tardes jP.M.) Monday -Friday Northbound to College Blvd. SPRINTER Station Lunes a Viernes • Direccion hacia el norte a College Blvd. Estacion de SPRINTER Chestnut Plozo Carlsbad Ave. & Camino Village Dr. Monroe St. Real & (Carlsbad Transit Santo HS) Center Clora Woy 5:13 5:23 5:34 6:13 6:23 6:34 7:13 7:23 7:34 8:13 8:23 8:34 9:13 9:23 9:34 10:1 3 10:23 10:34 11 :1 3 11 :23 11 :34 12:14 12:24 12:34 1:14 1:24 1:34 2:14 2:24 2:35 3:14 3:24 3:35 2:45 2:56 3:06 3:15 3:34 3:45 4:12 4:22 4:34 5:12 5:22 5:34 Route 323 does not operate on Saturdays, Sundays, or holidays. lo Ruta 323 no opera los s6bados, domingos o en dfas festivos . 5:37 6:37 7:37 8:37 9:37 10:37 11 :37 12:37 1:37 2:38 3:38 3:48 4:37 5:37 5:47a 6:47 7:47 8:47 9:47 10:47 11 :47 12:47p 1:47 2:48 3:48 3:58 4:48 5:47 # Board northbound Route 323 buses on the north side of Oceanside Blvd. by KFC . Subir a bordo de las outobuses de lo Ruta 323, direcc16n hocio el norte, en el lodo norte de Oceanside Blvd. cerco de KFC Trips operate only when high schools are open. Trip operates on school days in regular school year (not during summer school). Los viojes operon solomente cuondo las escuelos est6n obiertos. El vioje opera las dfos escolores duronte el oiio regular de closes (no duronte el verono). Childern's Paradise Day Car~A~O 168 NORTH COUNTY TRANSIT DISTRICT Rider•, Guide I EFFECTIVE April 7, 2019