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Home My WebLink About1986-04-22; City Council; 8260-1; AUTHORIZING A TRAFFIC IMPACT FEE FOR THE LA COSTA AREAb 1 I I 8 I2 u! a I; * u i. & 0 0 a 1: ai IZd (0 1; U If 4 p. Ij 9 I; I e g F 2 =c 0 z 3 I 1 1 i 8 CITY OF CARLSBAD - AQENOA BILL DE AUTHORIZING A TRAFFIC IMPACT FEE FOR AB#.qM = MTQ. THE LA COSTA =EA. CI' DEW. PLN CI'I , authorizing the collect La Costa area of the City 0 , APPROVING the list of F a traffic impact fe in t mpact Fee, to be funded by the T @ a At the City Council meeting of July 23, 1985 the Council ad Resolution No. 3118 which authorized the collection of an i traffic impact fee of $25.00 per daily trip generated by al uses in the La Costa area. Said fee warn to remain in cffcc pcndfng the reoults of a Tr8ffic Impact Pee Study which was subsequently awarded to the consulting firm of Barton-Aschm, Associates of Pasadena. That study haa been concluded and the basis for the recommended action, & Br.letrtiocmary ( report is attached as Exhibit 1 , A draft of the report is available in the Planning Department. The area from which" the fee is be be collected is shown on 2, and is bounded roughly by Interatate 5 on the mat, Pain! Catrillo on the north, and the City Linits on the east and I The study concluded that 46 construction projects would be * to mitigate traffic problems in the La Costa area at buildoi the City's General Plan. The projects ranged from minor la1 additions at intersections, to traffic signal construction q upgrading, to major highway widening and improvement. The estimated cost in 1986 dollars is slightly over $34 million, It is significant that the study dealt in total needs (some which exist today) without regard for potential funding sou! other than an impact fee. A detailed review of the project staff revealed that a number of the proposed projects shoulc logically be funded by developers, assessment districts, or Facilities Fees (PFF). Further, 16 of the projects were de< "not practical" because of environmental, physical, or right Accordingly, the traffic impact fee project list has been re to 20 projects, with a total cost of $7,914.000. The list c projects is attached to Resolution No, fgLq2./ ,(Exhibit 1 includes the perceived staff priority 0 each project. Ado1 of the resolution would approve the project list. @ RECOMMENDED ACTION: 1. ADOPT Ordinance No. C arl sbad , 2, ADOPT Resolution No. ITEM EXPLANATION constraints, I I I CITY OF CARLSBAD I I PROGRAM AND 1 TRAFFIC IMPACT FEE STUDY I I I S 1 S 1 i I P I 1 CIRCULATION IMPLEMENTATIOP April 1991 Prepared by: e Engineering Department I: I E 1 1 1; I li # C I I I li I II I CITY OF CARLSBAD C I RC U LATlO N I M P LE M E NTATlO N PRO G RAM AND TRAFFIC IMPACT FEE STUDY TABLE OF CONTENTS Paae I I. INTRODUCTION ................................................... II. STUDY METHODOLOGY ............................................. Ill. CIRCULATION SYSTEM EVALUATION .................................. 0 Roadway Segment Analysis ..................................... 0 Intersection Analysis .......................................... a Sidewalk Program 0 Transportation Management and Monitoring ........................ 1 V. ALTERNATIVE AND PHASING ANALYSIS ................................ VI. ISSUES .......................................................... 0 Cannon Road ............................................... 0 Melrose Drive Extension ....................................... 0 Rancho Del Oro Interchange .................................... 0 Arena1 Road Extension ........................................ 0 Carlsbad Boulevard ........................................... 0 Freeway Ramp Metering ....................................... 1 0 Transportation Demand Management ............................. VII. SUMMARY AND CONCLUSIONS ....................................... ............................................ IV. TRAFFIC IMPACT FEE PROGRAM ..................................... Appendix A. Capacity Analysis B. Project Cost Estimates C. Sidewalk Priority Listing D. La Costa Area Traffic Impact Fee Agenda Bill I I 1 1 I N I IC 1 i II 1 I 1 I J 1 I CITY OF CARLSBAD C I RCU LATlO N I M P LE M ENTATIO N P R 0 GRAM AND TRAFFIC IMPACT FEE STUDY E List of Tables Page I Level of Service Roadway Segments . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . Traffic Impact Fee Projects and Cost Estimates Roadway Segments . . , . . . Level of Service Description Intersections . . . . . . . . , . . . . . . . . . . . . . . . . . Table 1 Table 2 Table 3 Table 4 Traffic Impact Fee Projects and Cost Estimates Intersections . . . . . . . . . . . . Table 5 Table 6 Table 7 Special Intersection Design (Incomplete Intersections) . . . . . . . . . . . . . . . . . City of Carlsbad Traffic Impact Fees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SANDAG Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . 15 Future Trip Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Traffic Impact Fee Existing and Proposed Fee . . . . . . . . . . . . . . . . . . . . . . . Critical Link Phasing . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . Road Segment Widening Program . . . . . , , . . . . . . . . . . . . . . . . . . . . . . . . . Table 8 Table 9 Table 10 Table 11 List of Fiqures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Buildout Traffic Projections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Critical Road Segment Improvements (Traffic Impact Fee Projects) . . . . . . . Intersection Improvements (Traffic Impact Fee Projects) . . . . . . . . . . . . . . . . Special Intersection Designs (Unconstructed Intersections) . . . . . . . . . . . . . Missing and Critical Links . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Roadway Improvements Required by 1995 . . . . , . . . . . . . . . . . . . . . . . . . . Roadway Improvements Required by 2000 . . . . . . . . . . . . . . . . . . . . . . . . . Impacts of Collegeflamarack Connection 1995 . . . . . . . . . . . . . . . . . . . . . . Impacts of Cannon Road & Melrose Connection at Buildout . . . . . . . . . . . . Future Hot Spots . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II I 1 u I1 I 1. I 0 B 1 :i I I a IC CITY OF CARLSBAD CI RCU LATI0 N IMP LEM ENTATIO N P ROG RAM AND if TRAFFIC IMPACT FEE STUDY 1. INTRODUCTION In early 1990, the City of Carlsbad contracted with the San Diego Association of Governmt (SANDAG) to complete a comprehensive traffic modeling and phasing alternatives study. - study was designed to develop updated traffic volume projections to guide the ow development of the City's Circulation Element of the General Plan. Elements of the study included a complete update of land use and circulation neb assumptions, projections for 1995, 2000 and buildout and the evaluation of the impact various alternative networks. Land use and growth projections were evaluated for compatik with adopted Local Facilities Management Plans (LFMP's) and alternatives were designec evaluate the potential impact of such major missing circulation links as: I 0 Cannon Road 0 Poinsettia Lane 0 Faraday Avenue 0 Melrose Drive 0 Carrillo Way 0 College Boulevard 1 1 The purpose of the study included four key components: 0 0 0 0 Evaluate adequacy of circulation element. Identify required circulation element deficiencies. Consolidate existing Traffic Impact Fees. Establish Preliminary Circulation Phasing Program to insure conformance with Grc Management Standards to buildout of the City. I This report documents the findings of those studies and recommends adoption of a rev I Traffic Impact Fee Program. -1 - I1 II. STUDY METHODOLOGY II I 1 I It Y It 1 I 1 st 1 1 I I E Since adoption of the Growth Management Program in 1986, the City has embarked on a mb planning effort to establish detailed development parameters within the 25 Local Facilit Management Zones (LFMZ’s). Compared to prior studies far more detailed land use, circulati and phasing information has been developed. It was necessary to incorporate this new data ii existing computerized traffic models to evaluate the current adequacy of the planned circulat system. Land use intensities were significantly reduced by the adoption of the Grov Management Program. Improvement in the overall circulation system performance was to expected. n The following steps outline the overall study process: 0 0 0 0 Evaluate and confirm Traffic Analysis Zones (TAZ’s) Review and revise transportation network connections and link characteristics Establish buildout land use and trip characteristics for TAZ’s Project land use and trip characteristics for 1995 and 2000 based on LFMP data Project Average Daily Trips and Peak Hour trips on alternative networks for 19s 2000 and buildout. Evaluate roadway segments and intersection capacities for conformance with tk Growth Management Standard for Circulation Identify potential Circulation Element failures Develop mitigation measures to insure conformance with the Growth Manageme Standard for Circulation 0 0 0 0 Prepare project cost estimates 0 e Evaluate and revise Traffic Impact Fee (TIF) Review impact of missing roadway segments on overall system performance in 199 and 2000 Establish network phasing thresholds and preliminary project schedules. 0 This report will provide an overall framework for development of the circulation system. Annu; traffic monitoring should continue to be evaluated against model assumptions to insure accurac and compatibility. As appropriate, project scheduling should be revised as a part of the Annu; Capital Improvement Program (CIP) process. i -2- n I! I tl 1 II 11 II 1 E I r II 3 1 E I 111. CIRCULATION SYSTEM EVALUATION The City of Carlsbad Growth Management Standard for circulation provides that: “No road segment or intersection in the zone nor any road segment or intersection out of the zone which is impacted by development in the zone shall be projected to exceed a Service Level C during off-peak hours, nor Service Level D during peak hours. Impacted means where twenty percent or more of the traffic generated by the Local Facilities Management Zone will use the road segment or intersection.” SI’ Evah~ation of the adequacy of the Circulation Element involves comparisons of projected PC hour traffic volumes against planned roadway capacity for circulation roadway segments a1 intersections. Tables 1 and 3 provide general parameters for Level of Service (LOS) evaluatic Figure 1 compares buildout traffic volume projections with 1990 traffic volumes. Roadway Segment Analysis Roadway segment adequacy was evaluated against the Circulation Element classification, as w I as existing conditions. The study confirmed that when fully constructed, the Circulation Element roadway segments a adequate to accommodate buildout traffic. There are however, a number of segments that a only partially constructed and do not front on developable properties. Supplemental funding w be required in order for these facilities to be fully constructed to meet traffic demands generate by citywide growth. These links 8re recommended for inclusion in the Traffic Impact Fe program. Deficient links are described in Table 2 and shown on Figure 2. Detailed descriptior, and project estimates are shown in Appendix B. -3- il 11 c I B C iI IC 11 II 6 II 41 1 9 IE: m - c - ,- -- 11 Pacific Ocean n e: I . . .- - - 4- II. lk I1 If I' ( ^E \@ r LC ROADWAY SEGMENTS Proiect Description Cost 1. Alga Road Widen south side from $ 300,OO 2. Avenida Encinas Widen south of 525,OO Mimosa Drive to El Camino Real Palomar Airport Road 600 ft. north of Cannon Road Victoria Avenue Widen east of El Camino Real Chestnut Avenue Arena1 Road Widen from 1-5 to El Camino Real 3. Carlsbad Boulevard Widen from Manzano Drive to 2,100,oc 4. Carlsbad Village Drive Widen from Pontiac Drive to 1,360,Oi 450,Oi 6. El Camino Real Widen from Tamarack Avenue to 1,760,0( 7. El Camino Real Widen from La Costa Avenue to 450,0( : 5. Carlsbad Village Drive* 6,71 O,O( 9. La Costa Avenue* Mitigation for widening 765,0( IO. Leucadia Boulevard** Construct from existing terminus 3,500,O 6,000,O 11. Oiivenhain Road & Widen from El Camino Real to 12. Poinsettia Lane Widen from 1-5 to Batiquitos Lane 1,870,O TOTAL $25,790,0 8. La Costa Avenue east to El Camino Real Melrose Drive Rancho Santa Fe Rd. ** I1 SI I[ 1 II u I1 L f I \I I Il R a d a d ‘t Pacific Ocean -6- Figure 2 Intersection Analvsis The SANDAG computer model generates morning (AM) and afternoon (PM) peak hour turni movement volumes at all major circulation element intersections. This turning movement d( was utilized to calculate intersection Levels of Service in the AM and PM peak for more than intersections in Carlsbad. Assuming General Plan roadway configurations, 20 intersections w identified as not meeting Growth Management Standards. These intersection were then analyi assuming the addition of turn lanes to determine required mitigation measures to allow intersections to meet standards. Impacted intersections and mitigation measures are showr Tables 4 and 5 and on Figures 3 and 4. Detailed project descriptions and cost estimates contained in Appendix B. It should be noted that even with the implementation of the improvements proposed in this rep there remains a number of intersections which are projected to fail the adopted GroI Management performance standards at buildout of the City. These intersections are showr I1 Ii IC ll I I1 SI I 11 1 ;I :l ‘I ). I I I 3 Figure 10, but generally include all freeway interchange areas and major intersections alc Carlsbad Boulevard. A more detailed analysis reveals that in excess of 50% of the fut Carlsbad Boulevard traffic volumes are the result of the diversion of regional traffic from Inters1 5 due to projected traffic congestion on the freeway. Structural mitigation for these projected intersection failures is not feasible from an economic traffic engineering standpoint. With the adoption of the Citywide Facilities and Improvemc Plan it was recognized that there may be certain intersections which fail to meet the ador performance standard, over which the City does not have jurisdictional control and therei could not halt development because of this condition. The diversion of regional traffic from a failing Interstate or State Highway onto City streets wc qualify as not being within the jurisdictional control of the City. 11 I The City may be able to fully or at least partially mitigate these failures by aggressive pursu the implementation of an effective regional program of Transportation Demand Managerr (TDM) and alternative mass transi? services. These programs are discussed later in this rep -7- I1 TABLE 3 I1 INTERSECTIONS I[ Traffic Qualitv LEVEL OF SERVICE DESCRIPTION I I1 II I 4 I I :I ;i d i ;# 3 I I E I m i wait through more than one signal cycle during peak traffic (a) ICU (Interseciion Capacity Utilization) at various Level of Sewice versus Level of Service E urban arterial streets. Source: Hiqhway Capacity Manual, Highway Research Board Special Report 87, National Acadc of Science, Washington D.C: 1965, page 320. -8- Intersection Project Description 1. Cannon Rd. - Interstate 5 Road and Ramp Widening !I 11 I I 1) 11 11 I1 11 11 1 11 1 \ I Signal Installation at Ramp termini Add one thru lane in each direction Add dual left turn signal modifications Add southbound right turn lane Left turn lanes Dual left on El Camino Real Dual left turn lanes on El Camino - right turn lanes eastbound, westbound and southbound Add left turn, thru and right turn lanes on all legs - phased construction Close free right turn lane signal modification for dual lefts and left turn phasing. (reimburse Foote Development) 2. Cannon Rd - Paseo Del Norte 3. El Camino Real - Alga Road 4. El Camino Real - Cannon Road 5. El Camino Real - Camino Vida Roble 6. El Camino Real - Carlsbad Village Dr. 7. El Camino Real - Faraday Ave. 8. El Camino Real - Palomar Airport Rd. Intersection reconstruction. 9. El Camino Real - Tamarack Ave. 10. Faraday Ave. - Orion Street 11. Faraday Ave. - College Blvd. Traffic Signal Dual left turn northbound and southbound 12. Melrose Dr. - Alga Rd. Dual left turn lanes northbound, southbound eastbound and westbound Dual left turn lane southbound Dual left turns all legs 13. Palomar Airport Road - College Blvd. 14. Palomar Airport Road - Paseo Del Norte TOTAL Estimated Cost $1,750,000 $435,000 $250,000 $130,000 $320,000 $320,000 $71 0,000 $1,75O,OOC $170,000 $1 00,000 -0- Already Constructc $480,000 $1 60,000 $525,000 $7,100,001 II II I[ II 11 II 11 1) I ID rl 1E 01 'I a {E B I 1 Pacific Ocean -1 0- Fi! IC. II f II It !I 11 I 1 T II 11 9 ID !# d ;I I TABLE 5 *SPECIAL INTERSECTION DESIGN (INCOMPLETE INTERSECTIONS) 1. Cannon Road and College Boulevard 2. Cannon Road and Hidden Valley Road 3. Carlsbad Village Drive and College Boulevard 4. El Camino Real and Cannon Road 5. El Camino Real and Poinsettia Lane 6. El Camino Real and Calle Barcelona 7. El Camino Real and Olivenhain Road ** 8. El Camino Real and Marron Road 9. Melrose Drive and Faraday Avenue 10. Melrose Drive and Carrillo Way 11, Melrose Drive and Alga Road 12. Melrose Drive and Rancho Santa Fe Road 13. Palomar Airport Road and Hidden Valley Road 14. Poinsettia Lane and Alga Road 15. Rancho Santa Fe Road and Questhaven Road * Intersections identified above indicate the need for dual left or free right turn lanes that shc be incorporated into design at time of construction. Further detailed analysis should conducted at time of improvement design. ** This intersection should be reviewed in detail as a part of the Zone 25 LFMP. Sidewalk Proqram As a part of the City’s Pedestrian Action Plan, a full inventory of sidewalk deficiencies has t prepared and a priority program established, The total priority program is estimated to 1 nearly $1 0 million, excluding detailed right-of-way, utility and drainage consideration. As grc occurs throughout the City, pedestrian activities will increase and provisions for full pedes facilities will become vital. It is recommended that $300,000 per year be provided over a 20 year period to fund pri sidewalks. The $6 million is to be included in the Traffic Impact Fee Program. Remai funding should be generated from assessments on existing residents from Federal, State regional funding sources or from City General Capital Construction GCC funds. 1 I Identified sidewalk projects and rankings are attached as Appendix C. Actual projects sh be established as a part of the annual Capital Improvements Program, -11 - -1 2- Figure 4 N 11 II II. Ill 111 Transport at i on M anaqem en t and Mon itori nq Analysis of the overall Circulation Element has indicated that there exist a number of critil locations that will have difficulty in maintaining the levels of service stipulated in the Grov Management Plan. To insure optimum system operation all efforts should be made to mana and monitor the circulation system. Many of the projected City deficiencies are related inadequacies in the regional freeway networks. Efforts to expand these regional facilities are I possible at the City level. Attaining the regional transportation and air quality goals will reqL an aggressive Transportation Demand Management (TDM) Program. Transportation Demand Management strategies target work and school trips in an attempt increase transit use, ridesharing and work hour flexibility. Such efforts are designed to shift i reduce peak hour traffic demands. This program can be particularly effective in areas of h Ill 111 employment intensity. 111 LFM Zones 5 and 16, combined with portions of the City of Vista, provide a unique opportu to improve traffic flow in the Palomar Airport Road corridor and such north-south corridors a! Camino Real, Melrose Drive, Interstate 5 and Carlsbad Boulevard. As such, these zones shc be given specific attention to implement a strong TDM program. ill Ill 111 Ill I) II) Ill Ill 'II !ll SANDAG is currently working with local agencies and the Air Pollution Control District to dew Transportation Demand Management strategies. To facilitate these long-term efforts anc annually monitor impacts on the circulation element, $1,100,000 has been included in the Tr: Impact Fee program to finance management and monitoring efforts over a 20 year period. - 13 - 11 Land Use North TIF La Costa TIF Residential $60nrip $67iTrip Industrial/Other $1 5/trip $27iTrip Corn me rcial/Off ice $1 OiTrip $27,Trip Table 7 San Diego ASSOCIATIOX OF GOVERYN ESTS II B I[ I t U I 11 11 It 11 11 k 'E ID I !# 3 n s BRIEF GUIDE OF Vl TRAFFIC GENERATION RATES FOR THE SAN DIEG( JA Suile 800. First Interstate P!aza 401 E! S!reet Sal 3,ego. California 92101 61 9,2?6-5300 Fax 619!236-722 NOTE: This list only re resents a p~& of average, or estimated, traffic generation rater for land uses (emphasis on acreas square footage) in the gan Diego region. These rates are subject to change as future documentation becomes available, or 2 are updated. For more specific information regarding traffic data and tip rater. please refer to the San Diego Traffic Gent Atways check with local jurisdictions for their preferred or applicable rates. HIGHEST PW HOUR % @lu LAND USE TRIP GENERATlON RATE Between 7-9 AM. Bm Agriculture (Open Space) Yacre" Airports ESTIMATED WEEWAY VEHICLE Commercial 1 Uacre. 1 OOJflight 7011 OOO sq. R** 6% (6:4) General Aviation Heliports 100/acre** Car Wash 9001sile. 600/acre** 4% (55) Gasoline 750/station, 130/pump** 6% 35) M/I ooo sq. k. 4tk%cre. M/se~ica stall* 8% p.3) Sales (Dealer & Repair) Bank (Walk-in only) 1 sO/l DDO sq. ft, 1000/acre8 ** 4% (7:3) Savings 8 Loan 63/1ooO sq. ff., W/acre** 2% Drive-through oniy 100 (50 one-way)/lane** 4% 4/acre, 2 flight 61based aircraft' Automobile 40/10W sq. tt, 3oo/acro, 6O/wrvics stall* ** 8% [6:4) Auto Repair Center Banking Bank (w/Drive-throu h) 200/1 OOO sq. ft.. 15001acre. 5% (6:4) Drive-through on& 3001(150 one-way)/lane* 3% (55) Cemeteries 5/acre* Church (or Synagogue) CommerciaVRetail Centers 4% (8:2) 15/1oOO sq. ft, 40/acre** (triple rate3 for Sunday, or days of assembly) Super Regional Shopping Center 4011OOO sq. ft, 4001acre' 2% (-73) Re ional Shopping Center 5011 OOO sq. ft., 500/acre* 2% (73) (More than 60 acres, more than W0,OOO sq. ft., wlusually 3+ major stores) a3060 acres, 300.w.~ sq. ft, wlusually 2+ major stores) (1030 acres, 100,-.000 3q. ft.. wlusually 1 major store and detached restaurant) (Leas than 10 acrw. lass tfi~ 100,Mx) sq. ft, w/wually grocery store &dru store) (also strip commerciq Discaunt 70/1000 sq. A, ?OO/acm* ** 2% 6:4) Lumber SEorc, 3011 OW sq. R. 150lacre*+ 7% 6:4 3% 64 HardwardPaint Store 6011 OOO sq. fl. W/acre** Garden Numry 4011 OOO sq. R, 901acre** 10% Universrty (4 years) 25/student, 100 acre* Junior College (2 years) 1.6lstudent. 80/acre* 20% 24% r'q High School 1.4Istudent 50/acre* Middla/Junior High 1 .Qlstudenf #/acre** Elementary 1.41student 601acre** 26% 6:4) Community Shopping Center 7011 OW sq. ft, 700/acre* ** 3% (6:4) Neighborhood Shopping Center 120/1900 sq, ft, lXXIIacre* ** 4% (6:4) Commsrciai sa0p 40/1 OW sq. R, 400/acre* 3% (6:4) Grocery Sot8 150/1 OOO sq. R. 2ooo/acre * ** 4% Q:3) Convonb Met 50011 OOO rq. n** 896 (5:5) Furniture BOn 8/1ooO rq. R. 1001acre** 4% b:41 3% [64/ 12% g4 Education Day Care Wchild, 70/1000 sq. ft** 17% (55) General 2o/bed, 2OJI Oco sq. ft., 200/acre* 9% (83 Convalescent"ur8ing 3w** 5% Hospitals MEMBER AGENCIES: Cities of Carlsbad. Chula Vista. Coronado, Del Mar, El Cajon, Encinitas, Escondido, Imperial BI Lemon Grove, National City. Oceanside. Poway, San Diego. San Marcos. Santee. Solana Beacn. Visa and Counry o ADVISGRY.,LIAISGN MEMBERS: California Department of Transportation. U.S. Department of Defense and TijuanwBaia -15- Table 7 (Continued) Industrial 11 41 I II 1 11 1E II 1D I 1 I ID ID @ t i lndustriaV8usiness Park (~amhul I~CI~ 4611033 sq. k. 2lX/acre* f!x @:a 1% (2:8\ 811000 sq. ft, 901acrer 11% 91 12% (2:E- 15% (3.- 20% (1 :- Industrial Park (no commercial) industrial Plant (muttiple shifts) Manufacturing/Asbernbly 411 OOO sq. ft. 60lacre" 20% (9:1) 25% (4:61 15% (73 9% (5:5) 14% (1 :9) 10% (55) Warehousing 5tt066 sq. ft., GCJlacrer* Storage 2H000 sq. h, 0.2JvauY 301acrer 5% (5: Science Research & Development 8/1 OOO sq. tt. 80lacre' 16% (9;1 Library 4011ooO sq. ft, 400/acre*r 2% (73) 14% 184 1011 Ooo sq. ft. 1 XJ/acre* 4 Lodging E g;:/ 7% (45) 9% (9:l) 10% (2:8) 2.5 military & civilian personnel* 2011 OOO sq. h, 303lacre* 14% (9:l) 13% (2:8] 14% (2:s; 15% (l:? 15% 9:l 12% (3:7 8% (52 Post Office 15011003 rq. ft** 796 (5: Department of Motor Vehicles 18011 OOO sq. ft. 9oo/acre** 6% (6:4 11% (4:E 6% p:2] 10% (35 E E;% Hotel (wlconvention faciiitieslrestaurant) lO/room, 300/acfe** Motel Slroom, 200/acre* Resort Hotel Blroom, lW/acre* 5% (6:4) Military Offices Standard Commercial Office (less than 1OO.ooO sq. ft) Large (high-rise) Commercial Office 17/1CCQ sq. ft. 600lacre* 13% (9:l) (more than 100,ooO sq. ft) Corporate Office (single user) Government (Civic Center) 9% ":lJ 1011OOO sq. ft, 140/acre* 3011 m sq. ft- 1 Medical SO[lOOO sq, R, 50O/acrer Parks City (developed) %/acre* Regional (undeveloped) Stacre* 4% 8% Neighborhood 5Iacre* Amusement (Theme) 80lacre. 1 =/acre (summer only)** San Diego Zoo 11 5/acre* Sea World 80Iacre' Recreation Beach, Ocean or Bay 600/1ooO ft shoreline, 60/8cre* 11% (4: Bowling Center %/lane, 300/acrer* 796 (7:3) 10% (4: Campground 4lcampsite** 4% 8% Gotf Course Wacre, ~/co~rse** 6% (8:Cq 9% (3: Marinas 4/berth. X)/acre* ** 396 9% (3: Tennis Courts 30/1OO0 sq. ft, 30/court** 4% 11% (5: Beach, Lake (fresh water) 5011 OOO ft shoreline, 5/acre* RacquetbalVHealth Club 4UIlOOO sq. ft, 300/acre, 40/caurt* 4% (&4) 9% (6: Sports Facilities Outdoor Stadium %/acre, O.Z/seat* Indoor Arena 30lacre. O.llaeat* Racetrack Wacre, 0.6 seat' Theaters (multiplex) 8011 OOO sq. R. 1.8Ise~P 0.3% 8% CI Single Family Detached 1 Oldwelling unit' 8% (2:s) 1% r, B/&elling unit' 8% (2:8) 10% (? Residential (average 4 DUlacre) Condominium (or any multi-family less than X) DUlacre) Apartments G/dwelling unit* 896 (218) 17% (7 (or any multi-family units more than 20 DUIacre) MobileHome .. Family 5/dwelling unit. 40/acrer Adults Only Jldwelling unit. 20/acre* Retirement Community Udwelling uniteT Rural Estate 12/dweiling unit** 12% (e z gq 10% (E Sit down, high turnover 300/1 OOO sq. R. 1200/acre* *. x $id %( eus ""9" Congregate Care Faciiily 2/dwelling unitr* 396 @:e) a%( a%( 100/1OOO sq. R. soo/acm* ** 11 Restaurants Quality Fast Food (w/drivethrough) 70011 OOO sq. tt.. 3ooo/acre* *. 4% (6:4) 8%( Truck ermind 1011 OO0 sq. ft, 60Jacre 996 (4:6) 0961 I Transportation Facilitiss 2511 ooo sq. h** 1701berth, 121acm** Waterport Transit Station (Rail) 300/acre** 14% (73) 15% 1 * Primary murce: Sen Dlego Traffic Generators. ** Other sources: I7Z Trip Generation Repor?, Trip Generation Rates (other agencies}, Various SANDAG 6 CALWS studies, I Md estimates. -1 6- Land Use Residential Commercial/lndustriaI Total II I - Future Trip Trip Rate Adiusted 244,000 Trips 244,000 Trips 575,000 Trips 230,000 Trips 81 9,000 Trips 474,000 Equivalent Trips Existing La Costa Fee Residential $67Rrip 1 18 Other (including $27/Trip Commercial, Industrial and Office) City-Wi d e Percentage Proposed Fee Increase Residential $77/Trip 14.9 Industrial/ 14.8 Commercial $31 /Trip Existing North Carlsbad Interim Fee Residential $60Frip I1 Industrial/Other $1 5/Trip Commercial/Office $1 Onrip m City-Wide Percentage Proposed Fee Increase Residential $77rTrip 28.3 Industrial/Other $31 /Trip 106.7 Commercial/Office $31 /Trip 21 0.0 Jl II II It n Roadway Limits Phasing Year Cannon Road Cannon Road 1-5 to El Camino Real (Reaches 1 & 2) El Camino Real to College Boulevard (Reach 3) 2000 1995 - Cannon Road College Boulevard to Oceanside (Reach 4) 2000 College Boulevard Cannon Road to Carlsbad Village Drive 1995 Faraday Avenue Orion Way to Melrose Drive 2000 Calle Barcelona 1995 Avenida Encinas End to Carlsbad Boulevard 1991 Leucadia Boulevard El Camino Real to existing terminus 2000 El Camino Real to Rancho Santa Fe Road 1 1 41 I1 MI 11 II 61 11 I1 11 1 11 II I 1) IB ‘I 1 I11 U MISSING LINK -19- Figure E Roadway Carlsbad Boulevard Palomar Airport Road Palomar Airport Road Poinsettia Lane La Costa Avenue Rancho Santa Fe Road I1 B B ll I1 11 n Olivenhain Road El Camino Real Limits Phasing Cannon Road to Manzano Street Carlsbad Boulevard to 1-5 El Camino Real to Business Park 4-lanes 1995 4-lanes 1995 6-lanes 1995 Carlsbad Boulevard to Avenida Encinas El Camino Real to 1-5 Melrose Drive to La Costa Avenue 4-lanes 1995 4-lanes 1995 4-lanes 1995 6 lanes 2000 4-lanes 1995 6-lanes 2000 6-lanes 2000 El Camino Real to Amargosa Poinsettia Lane to La Costa Avenue II II It eB U U ll 11 11 11 11 1D 1) I# ID 11 1 Phasing Policv In order to insure the orderly and timely development of the circulation network it recommended that a policy be established that prevents circulation mitigation measures beyor those required to accommodate buildout traffic. Those measures are identified in the Gener Plan Circulation Element and the mitigation identified within this report. If implemented, such a policy would require growth management planning to incorporate phasir and financing of critical missing links into the zone planning process as identified within ti- report. Development that impacts roadway segments or intersections beyond planned lev€ would not be allowed to proceed until a financial guarantee for construction of the appropriz missing links has been approved and adopted by formal action of the City Council. lt It is recommended that the City Council adopt the following policy: No interim mitigation improvements beyond those identified for construction at buildout of tl City will be allowed. Where buildout mitigation is not adequate to meet Growth Manageme I mitigation measure. Standards, construction of the appropriate missing circulation segments is the only acceptat When such missing segments are required, development within the Local Facilities Managemc Zone shall proceed only upon adoption by the City Council of a finance plan guaranteei construction of the missing segment. - 21 - II II I 8 II II 1 11 ---,---- I1 11 I1 IR I1 II 11 il I B ‘I 1 Pacific Ocean -22- Fiqur I1 II u I 11 I II U II 1 I1 II I u ID P I II Pacific Ocean I1 i'I 4LANES L-1 6 LANES -23- Figu II !I II II II II I I II I1 I1 I ID I! I 1 'I I VI. ISSUES Carlsbad's circulation planning occurs within a greater regional context that is intimately link to the freeway network and the circulation and land use planning of neighboring jurisdictio Most of the transportation issues facing Carlsbad in the future relate to this regional interfa Resolution of these issues to optimize the circulation system will require continued involvement in regional transportation planning efforts. 'I Cannon Road By far the most significant missing link within Carlsbad at this time is Cannon Road. This m: easffwest connector extending between State Route 78 and Interstate Highway 5 has bc recognized as a regionally significant relief facility for the Route 78 corridor and has received 4 million from the Route 78 Corridor reserve funds to facilitate its completion. Cannon Road significantly reduce traffic on all major circulation links north of Palomar Airport Rc Additionally, Route 78 is relieved by up to 20,000 trips per day; segments of 1-5 are redul 32,000 trips per day; and Palomar Airport Road is reduced by approximately 15,000 trips per c Carlsbad Village Drive, El Camino Real and Tamarack Avenue all receive relief with completion of Cannon Road. Although Cannon Road is a vital local and regional link, it does appear to be critical until near the year 2000. Plans are currently being completed for Villages Q and T of the Calavera Hills Master Pli These plans include road construction of College Boulevard from the City of Oceansidc Carlsbad Village Drive. .This connection is functionally equivalent to portions of Cannon R and may be completed by 1993. To assess the impact of the Collegeflamarack connect computer model projections were conducted for 1995, 2000 and buildout. The volume imp; at 1995 and buildout are shown on Figures 8 and 9. The primary impact of the College/Tamarack connection would be to the intersection! Tamarack Avenue at El Camino Real and Tamarack Avenue at Carlsbad Village Drive. These intersections are projected to approach capacity in 1995. Mitigation for these intersections is construction of College Avenue to Cannon Road and Cannon Road to El Camino Real. ' connection provides traffic relief by establishing a bypass route for regional and industr oriented traffic away from Tamarack Avenue. Figures 6 and 7 incorporate the propc construction phasing. - 24 - -25- Fig1 ll 0 I II R I1 II II I1 It II I1 II ID I! 11 ID 11 II Pacific Ocean -26- Figur II II II I I 1 1 0 1 1 II II IB IN ID 1 I Local Facilities Management Zone Plans should be revised to reflect the proposed timing roadway improvements. Melrose Drive Extension The Circulation Element of the General Plan designates Melrose Drive as a significi north/south prime arterial. It will extend from Route 78 to an undisclosed terminus point in 1 vicinity of the proposed State Route 56 south of the San Dieguito River valley located outside 1 City of Carlsbad. Melrose Drive is not included within the Circulation Element of the City of Encinitas and i! subject being considered in the SANDAG-sponsored Mid-Counties Transportation Study. T study indicates that Melrose Drive serves as a major regional link relieving congestion Interstate 5 and Interstate 15, including several local collector streets within the communities Olivenhain, Encinitas and Rancho Santa Fe. n In general, the connection of Melrose Drive has limited impact on the City of Carlsbad circulat with the exceptions of where Melrose Drive combines with Rancho Santa Fe Road in the vicir of Questhaven Road. Traffic projections in this area approach 75,000 average daily trips. Si large volumes far exceed the capacity of the prime arterial classification and would reqi unusual mitigation measures to satisfactorily accommodate traffic flow. The Mid-Counties study is currently proceeding. A sub-committee has been formed to evalu the viability of the Melrose Drive extension, to review environmental constraints and explore potential for collector level streets to provide intermediate traffic relief. Upon conclusion of these studies, the Circulation Element issue of Melrose Drive and extension of La Costa Avenue should be revised consistent with adopted regional plans. Rancho Del Oro lnterchanqe Traffic studies indicate that construction of a new interchange at Rancho Del Oro Drive and Rc 78 will provide significant traffic relief to El Camino Real and College Boulevard and at ot interchanges with Route 78. However, the majority of relief would occur northerly of Route 7l the City of Oceanside. ID - 27 - It I1 II II II II I1 I1 JI (I I1 I1 I1 II ID ID 'I I Relief provided in the City of Carlsbad is primarily to the future extension of Marron Road a proposed development within LFM Zone 25. Caltrans completed a Project Study Report on the proposed interchange in November of 19' and the City of Carlsbad completed a financial evaluation in December of 1990. The propo: project, including the extension of roadway between Marron Road and West Vista Way, estimated to cost approximately $26 million. The NBS/Lowry December 31,1990 study indica that the City of Oceanside benefits from $1 3.45 million and Carlsbad $1 2.45 million. Even gi\ significant cost sharing from Oceanside, the economics and environmental viability of this proj ll is in question. It would appear that funding of the proposed interchange will require intensive land uses wil LFM Zone 25, partially offsetting gains received from the improvements. Additional tr; attracted to Marron Road may have significant adverse impacts on the intersections of Mar Road with College Boulevard and El Camino Real. Detailed issues of land use intensity and financing should be further studied in relationship to Local Facilities Management Plan. These studies should include a spectrum of land I alternatives taken within the context of environmental constraints. Arena1 Road Extension Computer model analysis included review of the impact of completing the connection of Arc Road between El Camino Real and Batiquitos Lane. This connection was studied in some dt as a part of the Phase I Aviara plan. The physical viability of various alternatives v, established; however, construction would involve significant reconstruction of the exis roadway westerly of El Camino Real with potential of environmental concerns to surrounc residences. Traffic projections indicate that at buildout of the City the roadway would attract approxims 6,000 average daily trips, 3,300 of which would be diverted from the Alga Road/El Camino t intersection. The standards at the Alga Road/El Camino Real intersection can be accommod: with conventional mitigation measures incorporated into the Traffic Impact Fee program. - 28 - II ll II I B 11 I1 I1 1 B I I I I I 1 1 Given currently planned land use intensities within Aviara, it is concluded that Arena1 Rc extension will not be required. Carlsbad Boulevard Carlsbad Boulevard is unique in character in that it provides primary beach access and clos parallels Interstate Highway 5 (1-5). Because it abuts the ocean, all major intersections are intersections that tend to have high turning movement demands. SANDAG projections indic that greater than 50% of Carlsbad Boulevard traffic is regional in nature and uses Carlst Boulevard as an alternative to 1-5 for through circulation, It can be expected that this trend continue as congestion on 1-5 increases. As indicated on Figure 10, 1-5 intersections and major Carlsbad Boulevard intersections h( been identified as future hot spots. Consequently, these locations of future impact that prim2 serve regional traffic are within limited control of the City. At buildout, either physical jurisdictional constraints may prevent attainment of Level of Service D requirements. II Available mitigation measures primarily involve regional actions and implementation ID Transportation Demand Management strategies. Freeway Ramp Metering The Regional Transportation Plan has established the goal of installing ramp meters or freeway interchanges in the region by 1995. Potential significant impacts to local jurisdicti may result. A ramp meter is a traffic control device placed on freeway on-ramps to meter traffic entering freeway. These devices are designed to maximize freeway flow by limiting access to the free and to reduce friction caused by unregulated flow entering the freeway. 1 Ramp meters installed on freeway segments that have exceeded their functional capacity tend to create delay at freeway interchanges and can result in diversion of traffic to altern: parallel routes. Interstate 5 ramp meters will serve primarily north-south traffic. Diversions 1 this route will impact Carlsbad Boulevard and El Camino Real. - 29 - 11 II u 1 I I I I I t I I I I I 1 I I Pacific Ocean 1 -30- 111 I1 I II 0 0 II I II II ID I :I I I I 1 I The most significant structural mitigation to the 1-5 problem is the provision of facilities within ' Melrose corridor and commuter rails systems and feeders. Ramp metering includes provision for high occupancy vehicle (HOW preference lanes. Thr facilities enhance carpools, vanpools and other transportation demand features. The magniti of work trips in the Palomar Airport Road corridor make these types of features particuli effective and desirable. Transportation Demand Manaqement It has become apparent in recent years that buildout of the San Diego region will resul significant increase in traffic congestion and generally poor levels of service on the roadb network. Interstates 5 and 15 are the only major north-south arteries, and even when wider and retro-fitted with high occupancy vehicle (HOV) lanes will not accept the demand placed them. Maintenance of acceptable levels of transportation services will require: 0 Increased provisions of transit 0 0 Transportation Demand Management (TDM) Land Use revisions to enhance transit viability Transportation Demand Management primarily targets peak hour and special event trips wii strategy to reduce the number of drive alone trips and to alter the time distribution of the p hour. Strategies include: 0 Employee flex-time 0 Carpool programs 0 Vanpool programs 0 Parking management 0 Work place transit incentive programs 0 Bicycle and Pedestrian Facilities I SANDAG and the Air Pollution Control District are actively pursuing the implementation of - 31 - II It I1 8 II I 1 II II I1 II i I 1 I I I I II Transportation Demand Management program. Some form of regional ordinance and progri will be adopted in the near future to comply with the California Clean Air Act of 1988. Given that 70% of all trips are Commercial/lndustriaI related with nearly 50%, or over 200,000 the daily trips are in the IndustriaVPalomar Airport Road corridor, Transportation Dema Management has a high potential to alleviate many of the future regionally based transportat concerns. Nearly all future hot spots within the City can be positively impacted witt- comprehensive targeted transportation management program. - 32 - II II U U II I 1 I I I I 1 I I 1 I I II I VI1 SUMMARY AND CONCLUSIONS In this report, an attempt has been made to outline the existing state of circulation planning the City of Carlsbad and to generally point out areas which require future actions to maint adequate levels of service through buildout of the City. The following are areas addressed: 0 identification of circulation area deficiencies 0 Proposed mitigation to enhance roadway system 0 Recommended Traffic Impact Fee program 0 Schedule for development of roadway missing links 0 Identification of future cir'cculation issue areas of COflCeln The proposed Traffic Impact Fee program deals with all circulation areas under the direct cor of the City. Studies indicate the reduction of development intensities implemented with gro management have insured the adequacy of Carlsbad's internal circulation system. Faili foreseeable in the future all relate to the City's interface with the regional system. lncrea emphasis on regional planning issues and Transportation Demand Management will be reqi in the future to improve transportation performance. Recommendations: 0 Direct staff to implement the revised uniform Traffic Impact Fee and Program. Promote resolution of Melrose Drive classification and alignment issues, 0 Require detailed land use circulation and finance studies of Local Facilities Management: 25 focused on construction of the Rancho Del Oro Interchange. 0 Eliminate consideration of Arena1 road extension between El Camino Real and Batiq Lane. o Establish a Transportation Demand Management (TDM) Program consistent with rei program directives. 0 Interim mitigation improvements beyond those required to accommodate traffic at build1 the City will not be approved. Where buildout mitigation is not adequate to meet G Management Standards, construction of the appropriate unconstructed circulation el( is the only acceptable mitigation measure. When such unconstructed segments are required, development within the Local Fac Management Zone shall proceed only upon adoption by the City Council of a financ for the construction of the missing circulation element segment. - 33 - I I E CIRCULATLQN IMP I I I lil I 1 1 I I li 11 1 I I I n Prepared by: I E II ! L I fi 1 1 1c a J 1 1 S c a 1 I APPENDICES INDEX Appendix A - Capacity Analysis Appendix B - Project Cost Estimates Appendix C - Sidewalk Priority Listing Appendix D - La Costa Traffic Impact Fee Agenda Bill R I I I I I 1 z il .I li II 1 1 1 1 1 1 i a 1 4 B fi d 1 1 1 El Camino Real at La Costa Ave.' El Camino Real at Levante Street C C El Camino Real at Calle Barcelona D D El Camino Real at Olivenhain Rd. G D Palomar Airport Rd. at Avenida Encinas A D Palomar Airport Rd. at Paseo del Norte C D Palomar Airport Rd. at Hidden Valley Road A A Paioma: Airport Rd. at College Blvd. C D ,Palomar A.,?ort Gd, at Carnino v ida Robie B A Palomar Arrpwt Rd. at El Fuerte D D Pa1orns.r ,4iroort Rd. at Melrose Ave. * C D Palomar Airport Rd. ;e Business Park Way C B Rancho Santa Fe Rd. at Olivenhain Rd. C C Rancho Santa Fe Rd. at Caile Barcelona A A Rancho Santa Fe Rd. at Camino de las Coches A A Rancho Santa Fe Rd. at La Costa Avel B C Rancho Santa Fe Rd. at Questhaven Rd.* C C Rancho Santa Fe Rd. at Melrose Ave.* F F Rancho Santa Fe Rd. at Calle Acervo C B Carlsbad Blvd. at State St. C C I 1 1. I I I I Cannon Rd. at Paseo del Norte' Cannon Rd. at Hidden Valley Road C D Cannon Rd. at Faraday Ave. B C Cannon Rd. at College Blvd.' B D College Blvd. at Tamarack Ave. C B College Blvd. at Carlsbad Village Dr. D D College Blvd. at Faraday Ave. C A Melrose Ave. at Faraday Ave. * F E Melrose Ave. at Carrillo Way D D Melrose Ave. at Alga Rd. B D Melrose Ave. at La Costa Ave. A A La Costa Ave. at Saxony Rd. C C La Costa Ave. at Camino de las Coches A A El Fuerte at Alga Rd. B A El Fuerte at Carrillo Way D C Carlsbad Village Dr. at Tamarack Ave. A A Marron Rd. ai Jefferson Si.* B D Marron Rd. at Monroe St. C D I I P 1 1E I 1 I 8 1 VI r I I I I 11 I 0 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : MARRON ROAD AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 80 1352 193 Southbound 42 1191 117 Eastbound 42 21 9 49 Westbound 525 799 10 ----_- ____-- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 _-_--- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ --_--- ------ ------ ------ Northbound 2700 5100 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn 3.0% 30.3?4 0.0% Northbound Southbound 1.6% 25.6% 0.0% Eastbound 2.8% 7.9% 0.0% Westbound 35.0% 23.8% 0.0% ---_-- ____-- ------ ------ ------ 0311 919 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : MARRON ROAD AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 117 1191 42 I I--> 0 3 2 42 ----I 1 0 I---- 10 219 ----- 2 2 <---- 799 49 ---- ,o 1 ,__-_ 525 I I <--' v V V 2 3 0 e--, ,--> I I I 80 1352 193 I North LANE GROUP CAPACITY Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 - - - - - - - - - - - - - - - - - - - - - - - VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 3.0% 30.3% O.Ooh Southbound 1.6Oh 25.6Oh 0.0% Eastbound 2.8% 7.9% 0.0% Westbound 35.0% 23.8Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 84.7% Percent Utilization LEVEL OF SERVICE ---- > D I 1 1 1 I I R 8 r Westbound 1500 3400 0 II I I U I I i 1 9 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : MARRON ROAD PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 97 1188 559 Southbound 36 1339 95 44 Eastbound 33 552 Westbound 293 494 11 ___--_ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ____-_ ------ ------ ------ ------ ------ -*---- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 VOLUMEEAPACIN RATIO Left Thru Right Turn Turn _----_ ------ ------ ------ ------ Northbound 3.6Oh 34.3% 0.0% Southbound 1.3% 28.1 Oh 0.0% Eastbound 2.2% 17.5% 0.0% Westbound 19.50h 14.9Oh 0.0% 0311 9/91 INTERSECTION CAPACIIY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : COLLEGE BLVD. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 227 599 280 Southbound 37 1622 684 Eastbound 143 222 12 Westbound 61 4 743 9 ------ ------ ------ ------ ------ INTERSECT1 ON GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 1 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ---___ ___--_ ---___ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ _____- ------ ------ -_____ Northbound 3240 6000 1800 Sou! hbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 7.0% 10.0% 15.6% Southbound 1.1% 27.0% 38.0% Eastbound 4.4% 5.9% 0.0% Westbound j 9.0% 18.8% 0.0% 1 1c 1 I b 8 I 1. B II Westbound 1500 3400 0 311 I 1 I i I II I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO RU\L BUILDOUT PROJECTIONS EW : CARLSBAD VILLAGE DR. AM PV\K TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 62 992 12 Southbound 126 1514 134 Eastbound 174 126 92 Westbound 22 344 388 ------ ------ -_--_- ------ _____^ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 _----- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ----_- ------ ----_- --____ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 300 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.3% 19.7% 0.0% Southbound 4.7% 32.3% 0.0% Eastbound 11.6% 6.4% 0.0% Westbound 1 Soh 21.5% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : CARLSBAD VILLAGE DR. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 134 1514 126 I I--> I I <--I v 0 3 2 A 174 ----I 1 0 I_-__ 388 2 2 <---- 344 126 __-__ IO 1 ,---- 22 92 ____ V V 2 3 0 <--, ,--> I I I 62 992 12 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbcund 1500 3400 0 - - - - - - - - - - - - - - - - - - - - - - - ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 2.3% 1 9.7% 0.0% Southbound 4.7% 32.3% 0.0% Eastbound 11.6% 6.4% 0.0% Westbound 1.5% 21 5% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 77.7% LEVEL OF SERVICE ---- > C I JI 1 0 I I I # I I ! 1 I 8 E 1 u I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : CARLSBAD VILLAGE DR. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 62 992 12 Southbound 286 1098 248 Eastbound 123 343 156 Westbound 18 290 339 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ____-_ ------ ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEICAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.3% 19.7Oh 0.0% Southbound 10.6% 26.4% 0.0% Eastbound 8.2% 14.7% 0.00h Westbound 1.2% 18.5% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU ILDOUT PROJECT1 ONS EW : CARLSBAD VILLAGE DR. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 248 1098 286 I I I <--' v I--> 0 3 2 123 ----I 1 0 I_--- 339 343 ____- 2 2 <---- 290 156 ----, 0 1 (____ 18 V V 2 3 0 <--, - ,--> I I I 62 992 12 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- _____ _____ _____ ___ _____ VOLUMHCAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 2.3% 19.7% 0.0% Southbound 10.6% 26.4% 0.0% Eastbound 8.2% 14.7% 0.0% Westbound 1.20, 18.5% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 67.0% Percent Utilization LEVEL OF SERVICE' ---- > B 1 t I u I I I 1 1 # I l I 3. li I I c INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : CHESTNUT AVE. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 88 883 3 Southbound 32 1501 95 Eastbound 94 28 68 Westbound 17 253 89 ___--- ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 _-__-- ______ ------ ------ ------ ------ ------ ' LANE GROUP CAPAClW Left Thru Right (VPH of Green) Turn Turn ______ _--___ ------ ------ ------ Northbound 1500 51 00 0 Southbound 1500 51 00 0 Eastbound 1500 1700 0 Westbound t500 1700 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -__--- ------ ------ ------ ------ Northbound 5.9% 17.4% 0.0% Southbound 2.1 Oh 31.3% O.OO! Eastbound 6.3% 5.6% 0.0% Westbound 1.1% 20.1 % 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : CHESTNUT AVE. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 95 1501 32 '--> 0 3 1 94 ____I 1 0 I___- 89 1 <---- 253 68 ____ ,o 1 ,---- 17 I I I <--' v 28 _____ 1 V V 1 3 0 <--, ,--> I I 1 88 883 3 I North LANE GROUP CAPACITY Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Default Capacity 1500 1700 1500 Northbound 1500 51 00 0 Southbound 1500 51 00 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 - - - - - - - - - - _ - _ - _ _ - _ _ - - _ - VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 5.9% 17.4Oh 0.0% Southbound 2.1% 31.3Oh 0.0% Eastbound 6.3Oh 5.6Oh O0O0h Westbound 1.1% 20.1 Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 73.50h LEVEL OF SERVICE ---- > C E I I 1 I 3 1 E D 1 Westbound 1500 1700 0 B I 8 I I c # I c INTERSECTION CAPACIN UTILIZATION MODEL NS ; EL CAMINO REAL BUILDOUT PROJECTIONS EW : CHESTNUT AVE. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 97 1451 12 Southbound 112 1016 144 Eastbound 45 68 120 Westbound 6 98 46 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 ------ _----- ------ ------ __--__ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ____-_ ------ ------ ------ Northbound 1500 5100 0 South bound 1500 5100 0 Eastbound 1500 1700 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ __---_ ------ ------ Northbound 6.5% 28.7% 0.0% Southbound 7.5% 22.7% 0.0% Eastbound 3.0% 11.1% 0.0% Westbound 0.4% 8.5% 0.0% INTERSECTION CAPACllY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS W : CHESTNUT AVE. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 144 1016 112 I I--> 0 3 1 45 ___-? 1 0 I---- 46 1 1 <---- 98 120 ---- $0 1 ,-_-_ 6 I I <--I v A A 68 _--_- V V 1 3 0 <--, ,--> I I I 97 1451 12 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 51 00 0 Southbound 1500 51 00 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 ---- - ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- -__-- --_-- --- ----- North bound 6.5oh 28.7oh 0.0% Southbound 7.5% 22.7% 0.0% Eastbound 3.0% 11.1% 0.OOh Westbound 0.4% 8.5% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 57.6Oh LEVEL OF SERVICE ---- > A E ID I I I 1 1 I I Westbound 1500 3400 0 s I I 8 i 1 I; 1 ). INTERSECTION CAPAClPl UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS RFV : TAMARACK AVE. AM PEAK ' TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 162 901 44 Southbound 0 1562 25 Eastbound 72 127 375 Westbound 345 32 1 0 _--__- _----_ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ______ ______ --_--- ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ -----e Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 6.Ooh 18.5Oh 0.0% Southbound 0.0% 31 .I % 0.0% Eastbound 4.0% 14.8% 0.0% Westbound 23.Ooh 9.4% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : TAMARACK AVE. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 25 1562 0 '--> 0 3 2 72 ----* 1 0 I---- 0 127 ----- 2 2 <---- 32 1 375 ----) 0 1 ,---- 345 I I I <--' v V V 2 3 0 <--, ,--> I I I 162 901 44 I North LANE GROUP CAPACITY Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 - - - - - - - - - - - - - - - - - - - - - - - VOLUM EKAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- North bound 6.0% 18.5% 0.0% South bound 0.0% 31.1% 0.0% Eastbound 4.8% 14.8% 0.0% Westbound 23.0% 9.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 84.9% LEVEL OF SERVICE ---- > D 1) I I I I 1 I I P 1 1 I 8 I I 1 I I i INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : TAMARACK AVE. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 491 1526 173 Southbound 0 1080 62 -_____ ------ ------ ----_- ------ Eastbound 34 267 201 Westbound 94 257 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACIlY Len Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ---_-- Northbound 2700 5100 0 Southbound 2700 51 00 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn Eastbound 1500 3400 0 ------ ------ --_--- -_---- ------ Northbound 18.2% 33.3% 0.0% Southbound 0.0% 22.4% 0.0% Eastbound 2.3% 13.8% 0.0% Westbound 6.3% 7.6Oh 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMlNO REAL BUILDOUT PROJECTIONS OrJ : TAMARACK AVE. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 62 1080 0 I I--> 0 3 2 3 ---_' 1 0 I---- 0 267 ,.---- 2 2 <---- 257 201 ----, 0 1 ,____ 94 I I <--I v V V 2 3 0 <--, ,--> I I I 491 1526 173 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 5100 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- -_--- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ---_- ----- ----- --- ----- Northbound 18.2% 33.3% 0.OOh Southbound 0.0% 22.4% 0. OOh Eastbound 2.3% 13.8% 0.0% Westbound 6.3% 7.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 70.6% LEVEL OF SERVICE ---- > C I I I I n I I I I I 4 II 8 i 1 8 @ 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL 6 U I LDOUT PROJECTIONS Ew: KELLY DR. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 17 1048 0 Southbound 0 2248 35 Eastbound 60 0 76 Westbound 0 0 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY e (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ ------ ------ ------ Northbound 1 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Easlbou nd 1 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ __-___ ------ ------ ------ Northbound 1500 5100 0 Southbound 0 5100 0 Eastbound 1500 0 1500 Westbound 0 0 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ______ ------ -----.. ------ ------ Northbound 1.1% 20.5Oh 0.0% Southbound 0.0% 44.8% 0.0% Eastbound 4.0% 0.0% 5.1% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACITf UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW: KELLY DR. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 35 2248 0 I I--> 0 3 0 I I <--I v 0 a_-__ 0 0 0 <---- 0 0 60 ----I 1 0 ----- 76 ____ ,I 0 ---- V V 1 30 <--, ,--> I I I 17 1048 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 51 00 0 South bound 0 51 00 0 Eastbound 1500 0 1500 Westbound 0 0 0 ----- ----- ----- --- --__- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn --___ ----- ----- --- ----- Northbound 1.10h 20.5% 0.0oha Southbound 0.0% 44.8Oh 0.0% Eastbound 4.0% 0.0% 5.1% Westbound 0.0% 0. OOh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization LEVEL OF SERVICE ---- > B 6 1 . 0% S I I I P I I I I E I I 1 E I I 1 I 4 INTERSECTION CAPACIW UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW: KELLYDR. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 57 21 57 0 ------ ------ ------ --_--- ------ Southbound 0 1306 69 Eastbound 34 0 29 Westbound 0 0 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Eastbound 1 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 -----_ -_---- ------ ------ ------ _----- ------ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn --_--- ------ ------ ------ ------ Northbound 1500 5100 0 Southbound 0 5100 0 Eastbound 1500 0 1500 Westbound 0 0 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 3.8% 42.3% 0.0% Southbound 0.0% 27.0% 0.0% Eastbound 2.3016 0.0% 1.9% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS Ew: KELLY DR. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 69 1306 0 I I I <--I v '--? 0 3 0 34 ----' 1 0 '-___ 0 0 0 <---- 0 0 ,I 29 ____ 0 ----- 0 ---- V V 1 3 0 <--, ,--> I I I 57 2157 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 51 00 0 Southbound 0 5100 0 Eastbound 1500 0 1500 Westbound 0 0 0 ----- ----- ----- --- ----- _____ __-__ _____ ___ ___-_ VOLUMECAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 3.8% 42.3% 0.0% Sou! h bound 0.0% 27.0% 0.0% Eastbound 2.3Oh 0.0% 1.9% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0. I CAPACITY UTILIZATION Percent Utilization 54.6%~ LEVEL OF SERVICE ---- > A 1 1 I lNTERSECTlON CAPACIN UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW: CANNONRD, AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 90 69 1 18 Southbound 74 1830 558 East bound 200 588 198 0 West bou nd 190 1084 92 m ------ ____-_ ------ ------ ____-- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ 81 t 1 I I 8 I 1 1 1 s I I LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 West bound 3240 4000 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.8% 11.8% 0.0% Southbound 2.3% 30.5% 31 .O% Eastbound 6.20h 19.7% 0.0% Westbound 5.9% 29.4% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU I LDOUT PROJ ECTlON S EW: CANNONRD. AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 558 1830 74 '--> I I <--' v 1 3 2 I 200 ----I 2 0 I-__- 92 588 ----- 2 2 <---- 1084 198 ----, 0 2 ,-___ 190 V V 2 3 0 <--, ,--> I I I 90 691 18 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 - - - - - - - - - - - - - - - - - - - - - - - ----- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- North bound 2.8% 11 .a% 0.0% South bound 2.3% 30.5% 31 .Ooh Eastbound 6.2% 19.7% 0.00h Westbound 5.9% 29.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIW UTILIZATION Percent Utilization 78.9% LEVEL OF SERVICE ---- > C 1. I I Y 1 I INTERSECTION CAPACITY UTILlZATlON MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW: CANNONRD. PM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 138 1783 364 Southbound 177 961 198 Eastbound 404 91 6 224 Westbound 38 559 173 ------ __-___ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ---_-_ ---_-- ____-- ------ ------ ------ ------ Southbound 2 0 3 0 1 0 0 LANE GROUP CAPACITY Len Thru Right (VPH of Green) Turn Turn --_--- ---_-- ------ ------ ------ Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMUCAPACIN RATIO Len Thru Right Turn Turn I b I 1 1: I 1 8 I 1 -_--_- ------ ------ ------ -----_ Northbound , 4.3% 35.8Oh 0.0% Southbound 5.5% 1 6.Ooh 11 .O% Westbound 1.20h 18.3% 0.0% Eastbound 12.5% 28.5% 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW: CANNONRD. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 198 961 177 I '--> I I <--' v 1 3 2 404 ----' 2 0 I_--- 173 916 ----- 2 2 <---- 559 224 ----, 0 2 )____ 38 V V 2 3 0 <--, ,--> I I I 138 1783 364 I North LANE GROUP CAPACln Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 0 South bound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - VOLUMUCAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 4.3% 35.8Oh 0.0% Southbound 5.5% 16.0% 11 .O?h Eastbound 12.5% 28.5% 0.0% Westbound 1.2% 18.3% 0. OOh EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION Percent Utilization 82.Ooh LEVEL OF SERVICE ---- > D I I I I 8 I i E I n I 8 1 I E 8 9 I INTERSECTiON CAPACITY UTlLiZATlON MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : COLLEGE BLVD. AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 684 1622 37 I '--> I I <--I v 0 2 1 143 ----' 2 0 I--_- 9 222 ----- 2 2 c---- 743 ,o 2 ,---- 614 12 ---_ V V 1 2 0 <--, ,--> I I I 227 599 280 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- _-- ----- Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 3240 4000 0 - - - - - - - - - - - - - - - - - - - - - - - Westbound 3240 4000 0 VOLUMOCAPACITY RATtO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 7.0°h 1 0.0% 15.6% Southbound 1.10h 27.0% 38.Ooh Eastbound 4.4% 5.90h 0.0% Westbound 1 9.0% 18.8% 0.0% EFFICIENCY LOST FACTOR 0.1 II, CAPACITY UTILIZATION Percent Utilization 72.8% LEVEL OF SERVICE ---- > C INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : COLLEGE BLVD. PM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 18 1887 760 Southbound 98 808 303 Eastbound 41 6 769 37 Westbound 431 328 58 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 1 0 0 Soul h bou nd 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ e----- ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ --_--- ------ ------ Northbound 0.6% 31 SO! 42.2% Southbound 3.0% 13.5% 16.8OA Eastbound 12.8% 20.2% 0.00h Westbound 13.3% 9.7% 0.0% I 0 ! 1 8 I 1 INTERSECTION CAPACIN UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : COLLEGE BLVD. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 303 808 98 I I I I--> 0 2 1 (--I V 416 ----I 2 0 I---- 58 769 ----- 2 2 <---- 328 37 ----, 0 2 ,---- 431 V V 1 2 0 c--, ,--> I I I 18 1887 760 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 - - - - - - - - - - - - - - - - - - - - - - - ----- ___-- ----- --- ____- 1 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 0.6% 31.5% 42.2% Southbound 3.0% 13.5% 16.8% Eastbound 12.8% 20.2% 0.0% Westbound 13.3% 9.7% 0.0% I 1 I 8 B I EFFICIENCY LOST FACTOR 0.1 1 CAPACITY UTILIZATION 85.7% Percent Utilization LEVEL OF SERVICE ---- > D INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL EW : MARRON ROAD PM PEAK B U I LDOUT PROJ ECTlONS INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 95 1339 36 I '--> 0 3 2 I I <--I v I1 0 I_-__ 11 33 ---- 552 ----- 2 2 <---- 494 ,o 1 ,____ 293 44 ---- V V 2 3 0 <--, ,--> I I I 97 1188 559 1 North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 ----- ----- _--_- --- ----- ----- ----- ----- --_ _---- Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEICAPACITY RATIO Left Thru Right Turn Turn ----- ----- ---_- --- ----- Northbound 3.6% 34.3% 0.0% Southbound 1.3% 28.1 Oh 0.0% Eastbound 2.2% 17.5% 0.0% Westbound 19.5% 14.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 82.7Oh Percent Utilization LEVEL OF SERVICE ---- > D I I 1 1 I 1 I I I I I I I 111 ll 8 II 1 INTERSECTION CAPACIN UTILIZATION NS : EL CAMINO REAL BUILDOUT PROJECTION EW : FARADAY AVE. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Lett Thru Right (Vehicles per Hour) Turn Turn 437 1029 68 Northbound Southbound 307 1801 300 Eastbound 50 241 21 9 126 847 360 ______ ----_- __---- ------ ------ Westbound INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 ______ ______ ______ _-__-- ------ ------ ------ 2 0 3 0 1 0 0 2 0 3 0 1 0 0 Eastbound 1 0 2 0 1 0 0 1 0 2 0 1 0 0 Northbound Southbound Westbound LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ ______ ____-- ------ ------ Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 1800 4000 1800 Westbound 1800 4000 1800 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn ______ ______ __---- ------ ------ North bound 13.5% . 17.2% 3.8% Southbound 9.5% 30.0% 16.7Oh Eastbound 2.8% 6.0% 1 2.2% Westbound 7.Ooh 21.2% 20.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : FARADAY AVE. AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 300 1801 307 I--> 1 3 2 I I I <--I v 50 ----* 1 1 I--_- 360 241 ----- 2 2 <---- 847 219 ---- ,1 1 (____ 126 V V 2 3 1 <--, ,--> I I I 437 1029 68 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 1800 4000 1800 Westbound 1800 4000 1800 ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 13.5% 17.2% 3.8% Southbound 9.5% 30.0% 16.7% Eastbound 2.8% 6.0% 12.2% Westbound 7.0% 21.2% 20.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 77.5% LEVEL OF SERVICE ---- > C I 1 I I 1 I 1 1 I 1 1 I I B I I I i II INTERSECTION CAPACIN UTILIZATION NS : EL CAMINO REAL BUILDOUT PROJECTION Ew : FARADAY AVE. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 124 2042 117 Southbound 386 1113 123 Eastbound 257 582 302 Westbound 100 221 442 _____- -_---- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 _-__-- ------ ------ ------ ------ ------ ------ Northbound 2 0 3 0 1 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 1 0 2 0 1 0 0 Westbound 1 0 2 0 1 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn _____- ---_-- ---_-- ------ ------ North bound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 1800 4000 1800 Westbound 1800 4000 1800 VOLUME/CAPACITY RATIO Left Thru Right Turn Turn ---_-- ------ ------ ------ ------ 6.5Oh Northbound 3.8Oh 34.0% Southbound 11.9%1 18.6% 6.8% Eastbound 14.3% 14.6Oh 16.8% Westbound 5.6Oh 5.5% 24.6% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU I LDOUT PROJ ECTl ON Ew : FARADAY AVE. PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 123 1113 386 I I--> I I <--' v 1 3 2 257 ----I 1 1 I--_- 442 582 ----- 2 2 <---- 221 302 ----, 1 1 ,--__ 100 V V 2 3 1 <--, ,--> A I I I 124 2042 117 I North LANE GROUP CAPACITY Len Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 Southbound 3240 6000 1800 Eastbound 1800 4000 1800 Westbound 1800 4000 1800 ----- ---_- --_-- _-- _--__ -__-- ----- _---- _-- _--_- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -__-- _---_ -_--- -_- _--_- Northbound 3.8% 34.0% 6.5Oh Southbound 11.9% 18.6% 6.8% Eastbound 14.3% 14.6% 16.8% Westbound 5.6% 5.5% 24.6% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 80.5% LEVEL OF SERVICE ' ---- > D I 1 I 1 I I 1 I I I I I 1 1) I I I INTERSECTION CAPACIN UTILIZATION NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : PALOMAR AIRPORT ROAD AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 31 1032 294 Southbound 475 1320 26 1 Eastbound 77 61 3 4 Westbound 205 1314 562 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 1 0 0 ------ ------ ------ ------ ------ ------ ------ I LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ _____- ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 2700 5100 0 Westbound 2700 6600 0 u VOLUMHCAPACIN RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.1% 26.0% 0.0% Southbound 17.6% 31 .O% 0.0% Eastbound 2.9% 12.1% 0.0% Westbound 7.6% 28.4Oh 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU ILDOUT PROJECTIONS EW : PALOMAR AIRPORT ROAD AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 261 1320 475 I I--> I I <--I v 0 3 2 77 ----I 2 1 I---- 562 613 ----- 3 3 <---- 1314 4 ---- IO 2 ,_--- 205 V V 2 3 0 <--, ,--> I I I 31 1032 294 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 2700 5100 0 Westbound 2700 6600 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 1.1% 26.0% 0.0% Southbound 1 7.6% 31 .O% 0.0% Eastbound 2.9% 12.1% 0.0% Westbound 7.6% 28.4% 0.0% EFFICIENCY LOST FACTOR 0.1 * .- CAPACITY UTILIZATION Percent Utilization 84.9% LEVEL OF SERVICE ---- > D I l INTERSECTION CAPACIlY UTILIZATION 1 EW : PALOMAR AIRPORT ROAD PM PEAK NS : EL CAMINO REAL BUILDOUT PROJECTIONS TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 8 1271 207 Southbound 43 1 1055 130 Eastbound 372 1105 21 Westbound 252 666 599 ------ ------ ------ ------ ------ II I R 1 I 1 o/pH Of Green) I I I I I I I 1 I INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 1 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right Turn Turn ------ ------ ------ ------ ------ 2700 51 00 0 Northbound Southbound 2700 5100 0 Eastbound 2700 51 00 0 I VOLUMUCAPACin RATIO Left Thru Right Turn Turn Westbound 2700 6600 0 -----_ ___--_ ------ ------ ------ Northbound 0.3% 29.0% 0.0% Southbound 1 6.Ooh 23.2% 0.0% Eastbound 13.8% 22.1 Oh 0.0% Westbound 9.3% 19.2Oh 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS Nv : PALOMAR AIRPORT ROAD PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 130 1055 431 I '--> I I <--' v 0 3 2 372 ----I 2 1 '---- 599 3 <---- 666 2 ,-_-- 252 1105 ----- 3 !O 21 ---- V V 2 3 0 <--, ,--> I I I 8 1271 207 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ---- - Def au It Capacity 1500 1700 1500 Northbound 2700 5100 0 Southbound 2700 51 00 0 Eastbound 2700 5100 0 Westbound 2700 6600 0 ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 0.3% 29.0% 0.OOh Southbound 16.0% 23.2% 0.00h Eastbound 13.8% 22.1 Oh 0.0% Westbound 9.3% 1 9.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 87.9% LEVEL OF SERVICE ---- > D 1 I I I I I 1 1 1 1 Westbound 1500 3400 0 u I 1 I I 1 I I 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CAMINO VlDA ROBLE AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 729 1665 24 Southbound 149 767 278 Eastbound 30 51 70 Westbound 26 22 42 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ -___-- ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ----__ ------ ------ ------ ------ Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn _-___- ------ ------ ------ ------ Northbound 27.0% 33.1 Oh 0.00, Southbound ' 5.5% 20.5% 0.00h Eastbound 2.0% 3.6% 0. OOh Westbound 1.7% 1.9% o.o%J INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJ ECTlON EW : CAMINO VlDA ROBLE AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 278 767 149 I--> I I <--' v 0 3 2 30 ----# 1 0 I_--- 42 51 _____ 2 2 <---- 22 70 ____ ,o 1 ,____ 26 I V V 2 3 0 <--, A ,--> I I I 729 1665 24 I North LANE GROUP CAPACliY Left Thru Right Turn Turn --_-- _---- ----- --- ----- Default Capacity 1500 1700 1500 North bound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 _---- ---__ __--_ --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 27.0% 33.1 Oh 0.0% Southbound 5.5% 20.5% 0.0% Eastbound 2.0% 3.6% 0.0% Westbound 1.7% 1.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 62.8% Percent Utilization LEVEL OF SERVICE ---- > B I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CAMINO VlDA ROBLE PM PEAK I I I I I 1 I I I Westbound 1500 3400 0 I I 8 I I I I 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ __--__ ------ ___-_- Northbound 131 885 8 Southbound 61 1437 72 Eastbound 172 35 51 1 Westbound 26 60 134 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 4.9% 17.5% 0.0% Southbound 2.3% 29.6% 0.0% Eastbound 1 1.5% 16.1% 0. OOh Westbound 1.7% 5.7% 0.00h INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION €W : CAMINO VlDA ROBLE PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 72 1437 61 I I I <--I v I--> 0 3 2 172 ----’ 1 0 ‘---- 134 2 2 <---- 60 511 ----, 0 1 ,____ 26 35 _---- V V 2 3 0 <--, ,--> I I I 131 885 8 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 East bound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMUCAPACIW RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 4.9% 17.5% 0.0% Southbound 2.3% 29.6% 0.OOh Eastbound 11.5% 16.1% 0.0% Westbound 1.7% 5.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 62.2% Percent Utilization LEVEL OF SERVICE ---- > B U I I 1 I I B I I e I I I I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : POINSRTIA LN. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 26 1927 346 Southbound 10 81 6 37 Eastbound 215 547 132 I Westbound 389 46 1 276 ------ ------ ------ --_--- ------ INTERSECTION G €OM ETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMECAPACITY RATIO Lett Thru Right Turn Turn ------ __-___ ------ ------ ------ Northbound 1 .O% 44.6% 0.0% Southbound ' 0.4% 16.7% 0.0% Eastbound 8.0% 20.0% 0.0% Westbound 14.4% 21.7% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : POINSETTIA LN. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 37 816 10 I I--> 0 3 2 I I <--' V 215 ----I 2 0 '-_-- 276 132 ----, 0 2 ,-__- 389 547 ----- 2 2 <---- 461 V V 2 3 0 <--, ,--> I I I 26 1927 346 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 51 00 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- Eastbound 2700 3400 0 VOLUMHCAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1 .O% 44.6% 0.0% Southbound 0.4% 16.7% 0.0% Eastbound 8.0% 20.0% 0.0% Westbound 14.4% 21.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 89.3% Percent Utilization LEVEL OF SERVICE ---- > D I 1 I I I I I I I I I I I I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : POlNSElTlA LN. PM PEAK TRAFFJC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ______ Northbound 70 936 460 Southbound 144 1719 155 Eastbound 76 624 63 Westbound 353 537 11 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---_-- --_--_ __---- ------ ------ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.6% 27.4% 0. oo/b Southbound 5 * 3% 36.7% 0.0% Eastbound 2.8Oh 20.2% 0.OOh Westbound 13.1% 16.1% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : POINS€lTIA LN. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 155 1719 144 I I I <--' v I--> 0 3 2 76 __-- *2 0 I--__ 11 624 ----- 2 2 <---- 537 63 ___- ,o 2 (____ 353 V V 2 3 0 <--, ,--> I I I 70 936 460 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 ----- ----- ----- --- ----- ----- ----- ----- --- ----- Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn -____ ----- ----- --- ---- - Northbound 2.6% 27.4% 0.0% Southbound 5.3% 36.7% 0.0% Eastbound 2.8% 20.2% 0. OOh Westbound 13.1% 16.1% 0.00h EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 82. 6% Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION r I I I I I I I EW: ALGARD. AM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 456 1847 496 ___--- ------ ------ ------ ------ Southbound 86 1272 102 Eastbound 178 205 479 Westbound 688 385 200 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 1 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 2 0 2 0 1 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -__--- ------ ------ ------ ------ Northbound 3240 6000 1800 Southbound 3240 6000 0 Eastbound 3240 4000 1800 Westbound 3240 4000 0 VOLUMUCAPACIW RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound. 14.1Oh 30.8% 27.6% Southbound 2.7% 22.9% 0.0% Eastbound 5.5?4 5.1% 26.6% Westbound 21 -2% 14.6Oh 0.0% E c I 1 I 6 I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION Ew: ALGARD. AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 102 1272 86 ,--> I I <--' v 0 3 2 I 178 ----I 2 0 I---- 200 205 -____ 2 2 <---- 385 479 ----) 1 2 ,-_-- 688 V V 2 3 1 <--, ,--> I I I 456 1847 496 I North LANE GROUP CAPACIN Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 Southbound 3240 6000 0 Eastbound 3240 4000 1800 Westbound 3240 4000 0 ----- ----- ---- - --- ----- ----- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn _____ -_--- ----- --- ----- Northbound 14.1% 30.8% 27.6% Southbound 2.7% 22.9% 0.0% Eastbound 5.5% 5.1% 26.6% Westbound 21.2% 14.6Oh 0.0% EFFl CI EN CY LOST FACTOR CAPACITY UTILIZATION 0.1 Percent Utilization 73.6% LEVEL OF SERVICE ---- > C R INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION I E Y 1 EW: ALGARD. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 570 1230 521 Sou! hbound 229 1650 167 Eastbound 120 342 535 Westbound 584 347 73 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 1 0 0 Southbound 2 0 3 0 0 0 0 East bound 2 0 2 0 1 0 0 Westbound 2 0 2 0 0 0 0 ____-- -_--__ -__-__ ___--- ------ ------ _____- I I B I1 !I t Q m lil I :3 1 1 LANE GROUP CAPACIW Left Thru Right (VPH of Green) Turn Turn ______ _-____ -___-- ---_-- --_--_ Northbound 3240 6000 1800 Southbound 3240 6000 0 Eastbound 3240 4000 1800 Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ --___- ______ -_____ ----_- Northbound 17.6% 20.5% 28.9% Southbound 7.1 Oh 30.3% 0.0% Eastbound 3.7% 8.6% 29.7% Westbound 18.0% 10.5% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW: ALGARD. PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 167 1650 229 I I--> I I <--I v 0 3 2 120 ----I 2 0 I-_-_ 73 342 ----- 2 2 <---- 347 535 ----, 1 2 ,____ 584 V V 2 3 1 <--, ,--> I I I 570 1230 521 I North LANE GROUP CAPACITY Left Thru Right Turn Turn -__-_ ----- --___ --- ----- Default Capacity 1800 2000 1800 Northbound 3240 6000 1800 South bound 3240 6000 0 Eastbound 3240 4000 1800 ----- ----- _---- --- ----- Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn __--- ----- ___-- --- ----- Northbound 17.6% 20.5Oh 28.9% Southbound 7.1 Oh 30.3% 0.0% Eastbound 3.7% 8.6% 29.7% Westbound 18.0% 10.5% 0.0% EFFICIENCY LOST FACTOR 0.1 . CAPACIlY UTILIZATION 87.6% Percent Utilization LEVEL OF SERVICE ---- > D e INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION I I P IF t Ir a 1 0 8 e B I 3 1 d 1 E EW : LA COSTA AVE. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 423 1866 20 Southbound 107 1632 750 Eastbound 820 277 167 Westbound 37 865 183 ------ ____-- --_--- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ____-- Southbound 2 0 3 0 1 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ____-- ------ ------ ------ Northbound 3240 6000 0 South bound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ____-- ------ ------ ------ Northbound 13.1% 31.4% 0.0% Southbound 3.3% 27.2% 41 .7% Eastbound 25.3% 11.1% 0.0% Westbound 1.1% 26.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : LA COSTA AVE. AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 750 1632 107 I I--> I I e--' v 1 3 2 820 ---- '2 0 I---- 183 277 ____- 2 2 <---- 865 167 ---- ,o 2 ,---- 37 V V 2 3 0 <--, ,--> I I I 423 1866 20 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 --__- ---- - ----- --- ----- ----- ----- ----- --- ----- VOLU M WCAPACIN RATIO Left Thru Right Turn Turn -..--- ----- e---- --- ----- Northbound 13.1Oh 31.4Oh 0.0% Southbound 3.3% 27.2% 41.7% Eastbound 25.3% 11.1% 0.0% Westbound 1.1% 26.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTI LlZATl ON 103.20, Percent Utilization LEVEL OF SERVICE ---- > F I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU ILDOUT PROJ ECTlON c I I P P E 1 d 8 ’” 1 il 8 z 1 P 1 I EW : LA COSTA AVE. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 328 1726 118 Southbound 253 1526 1060 Eastbound 514 554 123 Westbound 22 643 153 ------ ----_- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 ------ ------ _-_--- ------ ------ ------ ------ Westbound 2 0 2 0 0 0 0 LANE GROUP CAPACITY Len Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMUCAPACIP/ RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 10.1% 30.7% 0.0% Southbound 7.8% 25.4% 58.9% Eastbound 15.9% 16.9% 0.0% Westbound 0.7% 19.9% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : LA COSTA AVE. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 1060 1526 253 I I I <--I v '--> 1 3 2 A 514 ---- '2 0 I---- 153 2 2 <---- 643 554 ----- 123 ----, 0 2 ,---- 22 V V 2 3 0 e--, ,--> I I I 328 1726 118 I A North LANE GROUP CAPACIN Len Thru Right Turn Turn ----- ----- ----- --- ___-- Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 ---- - - ---- ___-- --- ----- VOLUMUCAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 10.1% 30.7% 0.0% Southbound 7.8Oh 25,4Oh 58,9% Eastbound 15.9% 16.9% 0.0% Westbound 0.7% 19.9Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 1 04.7% Percent Utilization LEVEL OF SERVICE ---- > F I 1 s 1' 4 )i 1 It a # II 9 I 31 f #i 8 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : LEVANTE STREET AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 21 25 70 Southbound 82 1755 0 Eastbound 0 0 0 Westbound 167 0 184 c _--__- -__--- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 ------ ------ ------ ------ ------ ------ -____- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 5100 0 Southbound 1500 5100 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0. ow 43.0% 0.0% Southbound 5.5% 34.4% . 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 11.1% 0.0% 1 2.3% 02/06/91 a INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : LEVANTE STREFT AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 1755 82 I I--> 0 3 1 I I <--I v '0 1 a_--- 1W 0 ---- 0 0 <---- 0 0 ----- $0 1 ,---- 167 0 ---- V V 0 3 0 <--, ,--> A I I I * 0 2125 70 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 0 5100 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 ----- -__-_ ----- --- --_-_ ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 43.0% 0.0% Sou! hbound 5.5% 34.4% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 11.1% 0.0% 12.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 70.8% Percent Utilization LEVEL OF SERVICE ---- > C 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : LNANTE STREET PM PEAK 1 1 I I B 1 1 I 1 1 g 1 ill E 1 li I i TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ -----_ ----__ NorI hbou nd 0 2033 21 1 Southbound 134 1538 0 Eastbound 0 0 0 Westbound 94 0 139 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ ------ ------ ---___ Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -___-- --___- -__--- ------ ------ Northbound 0 5100 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMUCAPACITY RAT10 Lett Thru Right Turn Turn ------ ---__- -__--- ------ ------ Northbound 0.0% 44.0% 0.0% Southbound 8.9% 30.2% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 6.3% 0.0% 9.3% 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTIONS EW : LNANTE STREET PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY o 1538 19 I I--> 0 3 1 0 ----I 0 1 I---- 139 0 ----- 0 0 e---- 0 0 ---- ,o 1 ,_--- 94 I I c--' v A V V 0 3 0 e--, ,--> I I I 0 2033 211 I North LANE GROUP CAPACITY Left Thru Right Turn Turn _-___ _-_-_ ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 51 00 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 44.0% 0.0% Southbound 8.9% 30.2% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 6.3Oh 0.0% 9.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 72.2% Percent Utilization LEVEL OF SERVICE ---- > C I I t 1 t s li fi 8 1 8 r u f. I li sl I I# INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CALLE BARCELLONA AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 395 1819 123 Southbound 101 1334 359 Eastbound 161 55 150 Westbound 467 182 209 ___--- ----__ ----_- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 1 1 0 0 0 Westbound 2 0 1 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ----_- __--__ _--__- _----- ---_-- Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMUCAPACIW RATIO Left Thru Right Turn Turn ____-_ _---__ _-___- -___-- ------ Northbound 14.6% 38.1 Oh 0.0% Southbound 3.7% 33.2% 0.0% Eastbound 6.0% 6.0% 0.0% Westbound 17.3% 11.5% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CALLE BARCELLONA AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 359 1334 101 I--> I I <--' v 0 3 2 I A 161 ---- '2 0 I---- 209 2 2 <---- 182 150 ----, 0 2 ,---- 467 55 ----- V V 2 3 0 e--, ,--> I I I 395 1819 123 1 A A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- VOLUME/CAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 14.6% 38.1 O/o 0.0% Southbound 3.7% 33.2% 0.0% Eastbound 6.0% 6.Ooh 0.0% Westbound 17.3% 11.5Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 81.2% Percent Utilization LWEL OF SERVICE ---- > D 1 INTERSECTION CAPACIN UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CALLE BARCELLONA PM PEAK 1 1 1 I' s 1 I I 1 s 1 5 4 1 1 I II 8 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 231 1562 389 Southbound 279 1140 286 Eastbound 372 190 370 Westbound 180 99 100 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 1 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 1 1 0 0 0 Westbound 2 0 1 1 0 0 0 ------ ------ ------ --_--- ------ _-__-_ ______ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---_-- _-___- ------ ------ ------ Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUME/CAPACITY RATIO Left Thru Right Turn Turn --_--_ ----_- _----- ------ ------ Northbound 8.6% 38.3% 0.0% Southbound 10.3% 28.0% 0.0% Eastbound 13.8% 16.5% 0.0% Westbound 6.7% 5.9% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : CALLE BARCELLONA PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 286 1140 279 I I--> 0 3 2 A I I <--' v A 372 ----' 2 0 I---- 100 190 ----- 2 2 e---- 99 370 ---- ,o 2 ,__-- 180 V V 2 3 0 <--, A ,--> I I I 231 1562 389 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 _____ ____- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _____ ----- ___-- --- ----- Northbound 8.6% 38.3% 0.0% Southbound 10.3% 28.0% 0.0% Eastbound 1 3.8% 16.5% 0.0% Westbound 6.7% 5.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 81.7% Percent Utilization LEVEL OF SERVICE ---- > D B 4 1 t I d 1 f I T 8 E il I I. .II t I a INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : OLlVENHAlN RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 122 1756 165 Southbound 345 1250 97 Eastbound 164 878 40 Westbound 220 436 262 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 2 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ Westbound 2 0 2 1 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ___--- ------ _----- ------ ------ Northbound 2700 5100 0 Southbound 2700 51 00 0 Eastbound 2700 51 00 0 Westbound 2700 5100 0 VOLUMOCAPACIW RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 4.5% 37.7% 0.0% Southbound 12.8% 26.4% 0.0% Eastbound 6.1% 18.0% 0.0% Westbound 8.1 Oh 13.7% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : OLIVENHAIN RD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 97 1250 345 I I--> 0 3 2 I I <--I v 4 164 ---- '2 0 I-_-- 262 878 __--- 3 3 <---- 436 40 _--- to 2 ,---- 220 V V 2 3 0 <--, ,--> I I I 122 1756 165 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 2700 51 00 0 Westbound 2700 51 00 0 -_--- ----- ---- - --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 4.5% 37.7% O.OO! Southbound 12.8% 26.4% 0.0% Eastbound 6.1 Oh 1 8.0% 0. OOh Westbound 8.1 Oh 13.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 86.6% . Percent Utilization LEVEL OF SERVICE ---- > D E B INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BUILDOUT PROJECTION EW : OLIVENHAIN RD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 48 1573 98 Southbound 149 1463 339 Eastbound 177 507 93 Westbound 227 875 587 t --_--- ------ _--_-_ ------ ------ s I I II 1 s. 1 s IC I1 1 P c I U .1 INTERSECT1 ON GEOMETRY (Number of Lanes) L LT 1 TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 0 0 0 2 0 2 1 0 0 0 Eastbound Westbound 2 0 2 1 0 0 0 --_--- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ __-__- ____-_ ___-_- --__-- Northbound 2700 51 00 0 Southbound 2700 51 00 0 Eastbound 2700 51 00 0 Westbound 2700 51 00 0 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn ------ ------ ---e-- ------ ------ Northbound 1.8% 32.8% 0.0% Southbound 5.5% 35.3% 0.OOh Eastbound 6.6% 13.3% 0.0% Westbound 8.4Oh 28.7% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL CAMINO REAL BU ILDOUT PROJECTION EW : OLIVENHAIN RD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 339 1463 149 I--> 0 3 2 I 1 1 e--' v 177 ----I 2 0 om--_ 587 587 ----- 3 3 e---- 875 93 ---- ,o 2 ,---- 227 V V 2 3 0 <--, A ,--> I I I 48 1573 98 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- __--- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 2700 51 00 0 Westbound 2700 5100 0 ----- ----- _---- --- ----- VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ----- ----- __--- --- ----- Northbound 1.8% 32.8% 0.0% Southbound 5.5% 35.3% 0.0% Eastbound 6.6% 13.3% 0.0% Westbound 8.40h 28.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 83.5% Percent Utilization LEVEL OF SERVICE ---- > D m 1 I I # 1 c I f s I E N I 4 t 1 I I INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTIONS EW : PALOMAR AIRPORT ROAD AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ --__-- Northbound 30 83 31 7 Southbound 42 273 11 Eastbound 28 249 102 Westbound 237 663 63 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ___--- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn Eastbound 1500 3400 0 ------ -_---- ___--- ------ ------ Northbound 2.0% 11.8Oh 0.0% Southbound 2.8% 8.4% 0.0% Eastbound 1.9% 10.3% 0.0% Westbound 15.8% 21.4% 0.0% 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTIONS EW : PALOMAR AIRPORT ROAD AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 11 273 42 '--> 0 2 1 I I I <--' v * '1 0 I---- 63 102 ---- ,o 1 ,---- 237 28 __-- 249 _____ 2 2 <---- 663 V V 1 2 0 <--, ,--> * I I I * 30 83 317 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- _-___ ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 2.0% 11.8% 0.0% Southbound 2.8% 6.4% 0.0% Eastbound 1.9% 10.3% 0.0% Wastbound :5.8% 21.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 50.7% Percent Utilization LEVEL OF SERVICE ---- > A I I 1 1 1 c I t I T 9. f 1. 1 I CI' E I I INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BU I LDOUT PROJ ECTION S EW : PALOMAR AIRPORT ROAD PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 83 235 31 0 Southbound 178 87 47 Eastbound 11 643 62 Westbound 36 1 71 6 31 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right Turn Turn ------ ------ ------ ------ ------ (VPH of Green) Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUME/CAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 5.5% 16.0% 0.0% South bound 11.9% 3.9% 0.0% Eastbound 0.7% 20.7% 0.0% Westbound 24.1 Oh 22.0% O.W? 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTIONS EW : PALOMAR AIRPORT ROAD PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 47 87 178 I--> 0 2 1 I I I <--' v '1 0 I---- 31 11 ---- 2 <---- 71 6 62 ____ 90 1 ,____ 361 643 ----- 2 V V 1 2 0 <--, ,--> A I I I A 83 235 310 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- --___ --- ----- VOLUMUCAPACITY RATIO Left Thru Right T.urn Turn ----- ----- ----- --- ----- Northbound 5.5% 16.OOh 0.0% Southbound 1 1.9% 3.9% 0.0% Eastbound 0.7% 20.7% 0.0% Weslbound 24. i % 22.0% 0. oo! EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 82.7% Percent Utilization LEVEL OF SERVICE ---- > D 1 i INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 536 258 31 1 Southbound 293 1 25 155 Eastbound 97 1622 29 Westbound 42 1099 173 z D n s I 1 I 1 1 I' 3 li I 1; I a I ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 1 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 0 0 0 ------ ------ ------ ------ ------ ----__ ------ Southbound 2 0 1 1 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 51 00 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1 9.9% 16.7Oh 0.OOh Southbound 1 0.9% 8.2% 0.0% Eastbound 3.6% 32.4% 0.0% Westbound 1.6OA 24.9% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 155 125 293 I I--> I I <--' V 0 2 2 97 ----' 2 0 I---- 173 1622 ----- 3 3 <---- 1099 29 __-_ ,o 2 (-e-- 42 A A V V 2 2 0 c--, ,--> I I I 536 258 311 I A North LANE GROUP CAPACIN Left Thru Right Turn Turn ----- __-__ ---_- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 5100 0 Westbound 2700 5100 0 ----- __--_ ----- --- ----- VOLUMUCAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 19.9Oh 1 6. ?Oh 0.0% Southbound 10.9% 8.2% 0.0% Eastbound 3.6% 32.4% 0.0% Westbound 1.6% 24.90h 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION 72.0°h Percent Utilization LEVEL OF SERVICE ---- > C I i 8 i @, 1 s 1 r 1 s 'E 3 0 I 1 I l c INTERSECTION CAPACITY UTILIZATION MODEL BUILDOUT PROJECTION NS : PASEO DEL NORTE Ew : PALOMAR AIRPORT RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 229 237 65 Southbound 332 323 245 Eastbound 208 1147 169 306 Westbound 79 1898 _____- -_---- ----_- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Def au It Capacity 1500 1500 1700 1700 1500 1500 1500 -_--_- -_---_ _-___- -_--__ ______ -___-_ -____- Northbound 2 0 1 1 0 0 0 Southbound 2 0 1 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -___-- ------ ------ ------ ------ 0 Northbound 2700 3400 Southbound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 51 00 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn _____- ------ ------ ------ ------ Northbound 0.5% 0.9% 0.00h Southbound 12.3Oh 16.7% 0.0% Eastbound 7.7% 25.8Oh 0.0% Westbound 2.9% 43.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 245 323 332 I I I <--' v I--> 0 2 2 A 208 ---- '2 0 I---- 306 169 ---- ,o 2 ,____ 79 1147 ----- 3 3 <---- 1898 V V 220 <--, ,--> I I I 229 237 65 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 South bound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 5100 0 ----- - ---- ----- --- ----- VOLUMUCAPACIM RATIO Left Thru Right Turn Turn ----- ----- - ---- --- ----- Northbound 8.5% 8.9% 0.0% Southbound 1 2.3% 1 6.70h 0.0% Eastbound 7.7% 25. aw 0.0% Westbound 2.9% 43.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 86.1 Oh Percent Utilization LEVEL OF SERVICE ---- > D I 4 E I 1 Y s t I 1 J i 9 I c I 1 1 I INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY RD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 142 5 61 Southbound 3 1 28 Eastbound 162 1628 96 ------ ------ ------ ---___ ------ Westbound 61 1149 20 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ --__-- ----__ ------ Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 Westbound 1 0 2 1 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---_-- _----- ------ ------ ---__- Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 51 00 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ _---__ Northbound 9.5% 1.9% 0.0% Southbound 0.2% 0.9% 0.0% Eastbound 10.8% 33.8% 0.0% Westbound 4.1% 22.9% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY RD. BU ILDOUT PROJ ECTlON EW : PALOMAR AIRPORT RD. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 28 1 3 '--> 0 2 1 I I I <--I v * 162 ---- '1 0 I---- 20 96 ----, 0 1 ,---- 61 1628 ----- 3 3 <---- 1149 V V 1 2 0 <--, ,--> I I I 142 5 61 I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Westbound 1500 51 00 0 -___- __--_ _-__- __- ----- Eastbound 1500 5100 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 9.5% 1 .go! 0.0% Southbound 0.2% 0.9% 0.0% Eastbound 10.8% 33.8% 0.0% Westbound 4.1Oh 22.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 58.246 Percent Utilizafian LEVEL OF SERVICE ---- > A 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY RD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK s I Y 8 e I 1 I I 1 1 1 I1 II II I It TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 115 1 37 Southbound 43 10 164 Eastbound 50 1445 131 Westbound . 19 1472 8 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 Westbound 1 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ --____ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn n ------ --____ ------ ------ ------ Northbound 1500 3400 0 Eastbound 1500 5100 0 Westbound 1500 51 00 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn Southbound 1500 3400 0 ------ --____ ------ ------ ------ Northbound 7.7% 1.1% 0.0% Southbound 2.9% 5.1% 0.0% Eastbound 3.3% 30.9%~ 0.0% Westbound 1.3% 29.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY RD. BUI LDOUT PROJ ECTlON EW : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 164 10 43 '--> I I <--I v I A 0 2 1 50 __--I 1 0 I---- 8 131 ---- ,o 1 ,---- 19 1445 ---_- 3 3 e---- 1472 V V 1 2 0 e--, ,--> I I I 115 1 37 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ___-- --- ___-- Default Capacity 1500 1700 1500 ----- ----- ----- --- ----- Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 5100 0 Westbound 1500 51 00 0 VOLUMHCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ___-- --- ----- Northbound 7.7% 1.1% 0.0% Southbound 2.9% 5.10h 0.0% Eastbound 3.3% 30.9% 0.0% Westbound 1.3% 29.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 55.1% Percent Utilization LEVEL OF SERVICE ---- > A 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK J 1 I 1 Westbound 28 630 59 t 1 E I 3 I 1 s R I I 1 E 3 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 320 629 357 Southbound 97 209 279 Eastbound 521 1044 128 ------ ------ ------ ------ _----_ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 1 1 0 0 0 Southbound 2 0 1 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACIW Left Thru Right (VPH of Green) Turn Turn --_-__ ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 5100 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 11.9% 29.0% 0.OOh Southbound 3.6% 14.4% 0.0% Eastbound 19.3% 23.0% 0.0% Westbound 1 .O% 13.5% 0.0% ..- INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 279 209 97 I I I I--> 0 2 2 <--I v 521 ----’ 2 0 I_--- 59 1044 ____- ‘3 3 <---- 630 128 ----, 0 2 ,_--_ 28 V V 2 2 0 <--, ,--> I I I 320 629 357 I North LANE GROUP CAPACITY Left Thru Right Turn Turn -_--- ----- - ---- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 South bound 2700 3400 0 Eastbound 2700 5100 0 Westbound 2700 51 00 0 ---- - ----- - ---- --- ----- VOLUMWCAPACIN RATIO Len Thru Right Turn Turn __--- ----- - ---- --- ----- Northbound 11.9% 29.0% 0.0% Southbound 3.6% 14.4% 0.0% Eastbound 19.3% 23.0% 0.0% Westbound 1 .O% 13.5% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 75.4% Percent Utilization LEVEL OF SERVICE ---- > C I 1 1 c I c J I I d I 1 II I %1 I t E 3 INTERSECTION CAPACITY UTILIZATION MODEL NS ; COLLEGE BLVD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 111 194 50 Southbound 77 828 300 Eastbound 186 856 484 Westbound 409 1087 69 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Nort hbou nd 2 0 1 1 0 0 0 Eastbound 2 0 2 1 0 0 0 Westbound 2 0 2 1 0 0 0 ------ ------ ------ _----- __---- ____-- ------ Southbound 2 0 1 1 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn --___- ---___ __--__ ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 5100 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound . 4.1% 7.2% 0.0% Southbound 2.9% 33.2% 0.0% Eastbound 6.3% 26.3Oh 0.0% Westbound 15.1Oh 22.7% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 300 828 77 1 I--> I I <--I v 0 2 2 A 186 ---- I2 0 I---- 69 $0 2 )____ 409 484 ---- 3 3 <---- 1087 856 _____ V V 2 2 0 <--, ,--> A I I I 111 194 50 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Def au It Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 51 00 0 Westbound 2700 51 00 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ---e- ----- --- ----- Northbound 4.1 % 7.2% 0.0% Southbound 2.9% 33.2% 0.0% Eastbound 6.9% 26.3% 0.0% Westbound 15.1% 22.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 88.7% Percent Utilization LEVEL OF SERVICE ---- > D 1) E 8 s 1 Westbound 0 752 359 C 5 I Y I I I 1 # I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : CAMINO VIDA ROBLE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK TRAFFIC VOLUMES Len Thru Right (Vehicles per Hour) Turn Turn Northbound 220 149 0 Southbound 57 20 48 Eastbound 256 696 196 ------ ------ _____- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Def au I t Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 Westbound 1 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 5100 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ___-_- ------ ------ ------ ------ 14.7% 4.4% 0.0% Northbound Southbound 3.8% 2.0% 0.0%’ Eastbound 17.1% 17.5% 0.0% Westbound 0.0% 21.8% 0.00h INTERSECTION CAPACIN UTILIZATION MODEL NS : CAMINO VIDA ROBLE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 48 20 57 I *--> 0 2 1 I I <--' v A 256 ----I 1 0 I---- 359 696 ___-- 3 3 e---- 752 196 ---- ,o 1 '____ 0 V V 1 2 0 <--, ,--> A I I I 220 149 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 5100 0 ----_ ----- ----- --- ----- VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ___-_ ---- - ----- --- ----- Northbound 14.7% 4.4Oh 0.0% Southbound 3.8% 2.0% 0.0% Eastbound 17.1% 17.5% 0.0% Westbound 0.0% 21.8% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 65.5% Percent Utilization LEVEL OF SERVICE ---- > B I M I 4 8 I 1 1 @ .I I I I 1 b 1 8 I s INTERSECTION CAPACITY UTILIZATION MODEL NS : CAMINO VlDA ROBLE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 194 36 1 Southbound 273 111 248 Eastbound 81 879 248 Westbound 1 74 1 108 __---- ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 Westbound 1 0 2 1 0 0 0 ------ ___-__ ___-__ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ ------ ------ ------ ------ Northbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 51 00 0 VOLUM WCAPACITY RATIO Left Thru Right Turn Turn Southbound 1500 3400 0 _---__ ------ _----- ------ ------ Northbound 12.9% 1.1% 0.0% Southbound 18.2% 1 0.6% 0.0% Eastbound 5.4% 22.1 Oh 0.0% Westbound 0.1 Oh 16.6% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : CAMINO VlDA ROBLE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 248 111 273 I I I <--I v I--> 0 2 1 81 -_-- '1 0 I---- 108 879 _-___ 3 3 <---- 74 1 248 ---- ,o 1 ,____ 1 A V V 1 2 0 <--, ,--> I I I 194 36 1 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Narthbaund 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 51 00 0 - - - - - - - - - - - - - - - - - - - - - - - ----- ----- ----- --- ----- VOLUME/CAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- North bound 1 2.9Oh 1.1% 0.0% Southbound 18.2% 1 0.6% 0.0% Eastbound 5.4% 22.1 Oh 0.0% Westbound 0.1 Oh 16.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 55.7% Percent Utilization LEVEL OF SERVICE ---- > A 4 I I I I 8 c I .c a Westbound 1500 5100 0 I 1 u I Y a 1 I 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 21 1 380 242 Southbound 11 163 173 Eastbound 91 1032 16 Westbound 2 2142 81 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 West bound 1 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ ____-- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ __-___ ______ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn __-___ ------ ------ ------ ------ Northbound 14.1% 18.3% 0.0% Southbound' 0.7% 9.9Oh 0.0% Eastbound 6.1 Oh 20.50h 0.0% Westbound 0.1 Oh 43.6% 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : EL FUERTE ST. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 173 163 11 I I <--' v I '--> 0 2 1 91 ---- '1 0 I---- 81 1032 ----- 3 3 <---- 21 42 A 16 ____ to 1 ,---- 2 V V 1 2 0 <--, ,--> I I I 211 380 242 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 5100 0 -___- ----- ----- --- ----- VOLUMUCAPACITY RATIO Len Thru Right Turn Turn ----- ----- _---_ --- ----- Northbound 14.1% 18.3% 0.0% Southbound 0.7% 9.9% 0.0% Eastbound 6.1 Oh 20.5% 0.0% Westbound 0.1 % 43.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 83.6% Percent Utilization LEVEL OF SERVICE ---- > D 8 INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST. BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD, PM PEAK I I 1 I I I 1 I 1 Westbound 1500 51 00 0 I .1 S 8 1 u 1 1 3 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 49 206 26 Southbound 42 644 43 Eastbound 30 1836 39 Westbound 151 1339 6 ------ ------ ------ ------ -____- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 2 1 0 0 0 Westbound 1 0 2 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ -_____ Northbound 3.3% 6.8% 0.0% Southbound 2.8% 20.2% 0.0% Eastbound 2.0% 36.8% 0.0% Westbound 10.1% 26.4% 0.0% INTERSECTION CAPAClfY UTILIZATION MODEL NS : EL FUERTE ST. BUILDOUT PROJECTiON Ew : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 43 644 42 I--> 0 2 1 30 ---- '1 0 I--_- 6 39 ---- ,o 1 ,---- 151 I I I <--I v A A 1836 ----- 3 3 <---- 1339 V V 1 2 0 e--, ,--> I I I 49 206 26 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 300 0 Southbound 1500 3400 0 Eastbound 1500 51 00 0 Westbound 1500 51 00 0 ___-- ----- ----- --- ----- ___-- ----- ----- --- ----- . VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- __--_ --- ----- Northbound 3.3% 6.8% 0.0% South bound 2.8% 20.2% 0.0% Eastbound 2.0% 36.8% O.Ooh Westbound 10.1% 26.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 80.3% Percent Utilization LEVEL OF SERVICE ---- > D 4 1 I I I I I 1 li 8 3 I 0 i I E t 1 I INTERSECTION CAPACIlY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 257 1918 155 Southbound 26 1214 523 Eastbound 229 805 1 25 Westbound 151 1553 291 ------ ------ ------ ------ ----_- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 2 0 3 0 0 0 0 Westbound 2 0 3 0 1 0 0 ------ ------ ------ ------ ------ ------ --_-__ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 6000 0 Westbound 3240 6000 1800 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 7.9% 34.6% 0.0% Southbound 0.8% 20.2% 29.1 % Eastbound 7.1 Oh 15.5% 0.0% Westbound 4.7% 25.9% 16.2% INTERSECTION CAPACIN UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 523 1214 26 I I I <--I v I--> 1 3 2 229 ---- '2 1 I---- 291 805 _____ 3 3 <---- 1553 125 ---- ,o 2 ,---- 151 A V V 2 3 0 <--, ,--> I I I 257 IS18 155 I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn _____ ____- ----- --- ----- Default Capacity 1 800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1 aoo Eastbound 3240 6000 0 Westbound 3240 6000 1800 ____- ----- - ---- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _____ ----- -_--- --- ----- Northbound 7.9% 34.6% 0.0% Eastbound 7.1% 15.5% 0.0% South bound 0.8% 20.2% 29.1 Oh Westbound 4.7% 25.9% 1 6.2% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 78.3Oh LEVEL OF SERVICE ---- > C 1 I 8 I B 8 1 I- 8 4 I I I 1 1) I I ST INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn North bound 175 1567 172 Southbound 173 1488 193 Eastbound 473 1192 189 I Westbound 31 1 1009 238 ------ ----__ ------ -_--__ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 1 0 0 0 Eastbound 2 0 3 0 0 0 0 Westbound 2 0 3 0 1 0 0 ------ ------ ------ ------ ------ ------ -_____ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 6800 O Eastbound 2700 51 00 0 Westbound 2700 51 00 1500 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ -_____ Northbound 6.5% 34.1 Oh 0.0% Southbound 6.4% 24.7% 0.0% Eastbound 17.5% 27.1 Oh 0.0% Westbound 11.5% 1 9.8% 15.9% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 193 1488 173 I I--> I I <--' v 0 4 2 A A 473 ---- '2 1 '---- 238 1192 ----- 3 3 <---- 1009 189 ---- ,o 2 ,---- 31 1 V V 2 3 0 <--, ,--> I I I 175 1567 172 I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 6800 0 Eastbound 2700 51 00 0 Westbound 2700 5100 1500 ----- ----- ----- -_- -___- ----- ----- ----- --- ----- VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ----- ----- -__-- --- --__- Northbound 6.5% 34.1 Oh 0.0% Southbound 6.4% 24.7% 0.0% Eastbound 17.5% 27.1% 0.0% Westbound 1 1.5Oh 1 9.8% 15.S0h EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 89.1 % Percent Uti I kat i on LEVEL OF SERVICE ---- > D I II I 3 8 0 8 I I 8 I 1E s1 II I m i E II INTERSECTION CAPACITY UTILIZATION MODEL S: BUSINESS PARK WAY BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 0 0 Southbound 181 0 459 Eastbound 206 767 0 Westbound 0 1713 104 ------ ------ ------ ------ -----_ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 0 0 0 0 0 Southbound 2 0 0 0 2 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 0 0 2 1 0 0 0 ------ ---___ ------ ------ -----_ ------ __-___ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 0 0 Southbound 2700 0 2700 Eastbound 2700 3400 0 Westbound 0 5100 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ --____ ------ ------ ------ Northbound 0.0% 0.00h 0.0% Southbound 6.7Oh 0.0% 17.0% Eastbound 7.6% 22.6% 0.0% Westbound 0.Wh 35.6% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : BUSINESS PARK WAY EW : PALOMAR AIRPORT RD. AM PEAK 6U I LDOUT PROJ ECTl ON INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 459 0 181 I I--> I I <--' v 2 0 2 A A 206 ---- '2 0 I__-_ 104 767 __--_ 2 3 <---- 1713 0 ---- ,o 0 ,---- 0 V V 0 0 0 e--, ,--> I I I A 1) 0 0 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 0 0 0 Southbound 2700 0 2700 Eastbound 2700 3400 0 Westbound 0 5100 0 ___-_ ---_- ----- --- ----- _---- _---- ----- --- ----- VOLUM WCAPACITY RATIO Left Thru Right Turn Turn -__-- _--__ __--- --- ----- Northbound 0.0% 0.0% 0.0% Southbound 6.7% 0.00h 17.0% Eastbound 7.6% 22.6% 0.0% Westbound 0.0% 35.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 70.3% Percent Utilization LEVEL OF SERVICE ---- > C m 1 1 s I 1 I I I 8 Westbound 0 5100 0 I 1 t I s s I 1 I INTERSECTION CAPACITY UTILIZATION MODEL S: BUSINESS PARK WAY BUILDOUT PROJECTION PM PEAK EW : PALOMAR AIRPORT RD. TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 0 0 Southbound 128 0 421 Eastbound 223 1432 0 Westbound 0 1088 110 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY R LR LTR (Number of Lanes) L LT T TR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 0 0 0 0 0 Southbound 2 0 0 0 2 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 0 0 2 1 0 0 0 ------ ------ ------ ------ _----- ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 0 0 Southbound 2700 0 2700 Eastbound 2700 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 0.0% 0.0% Southbound 4.7% 0.0% 15.6% Eastbound 8.3Oh 42.1 Oh 0.0% Westbound 0.0% 23.5% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : BUSINESS PARK WAY BUILDOUT PROJECTION EW : PALOMAR AIRPORT RD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 421 0 128 I I--> I I <--I v 2 0 2 6 223 ----I 2 0 I---- 110 1432 ----- 2 3 e---- 1088 0 0 ---- ,o 0 ---- V V 0 0 0 <--, ,--> I I I 0 0 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 0 0 Southbound 2700 0 2700 Eastbound 2700 3400 0 Westbound 0 51 00 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 0.OOh 0.0% Southbound 4.79h 0.0% 15.6% Eastbound 8.3Oh 42.1 Oh 0.0% Westbound 0.0% 23.5% 0.0% EFFl CI ENCY LOST FACTOR CAPACITY UTILIZATION 0.1 67.7% Percent Utilization LEVEL OF SERVICE ---- > B u INTERSECTION CAPACITY UTILIZATION MODEL NS : OLlVENHAlN RD. BUILDOUT PROJECTION Ew: RANCHO SANTA FE RD. AM PEAK I I I 8 I I 8 1 I I I 1 1 s 1 I u TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2 667 Southbound 31 9 0 Eastbound 0 530 0 Westbound 423 460 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ ------ ------ ------ Northbound 1 0 0 1 1 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 3 0 0 0 0 Westbound 1 0 3 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3200 0 Southbound 1500 1700 0 Eastbound 1500 5100 0 Westbound 1500 51 00 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _____- ------ ------ ------ ------ Northbound 0.0% 20.9% 0.0% Southbound 2.1% OS0h 0.0% Eastbound 0.0% 10.4Oh 0.0% Westbound 28.2% 9.OOh 0.0% n INTERSECTION CAPACITY UTILIZATION MODEL NS : OLIVENHAIN RD. BUILDOUT PROJECTION EW : RANCHO SANTA FE RD. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 9 31 I--> I I ov 0 2 1 0 ---- I1 0 I---- 0 530 _---- 2 2 e---- 460 0 ---- ,o 1 ,____ 423 I A A V V 1 2 0 <--, - ,--> I I I A 0 2 667 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 North bound 1500 3200 0 Southbound 1500 1700 0 Eastbound 1500 5100 0 Westbound 1500 5100 0 - - - - - - - - - - - - - - - - - - - - - - - ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ___-_ Northbound 0.0% 20.9% 0.0% Southbound 2.1 016 0.5% 0.0% Eastbound 0.0% 10.4Oh 0.0% Westbound 28.2% 9.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 71.6% Percent Utilization LEVEL OF SERVICE ---- > C I I I I I Westbound 548 31 7 0 I I 1 li I I I. s 1 I I 1 II 8 INTERSECTION CAPACITY UTILIZATION MODEL NS : OLJVENHAIN RD. BUI LDOUT PROJECTION EW: RANCHO SANTA FE RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 4 578 Southbound 17 6 0 Eastbound 0 588 0 ------ ------ ------ ------ ---__- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 1 1 0 0 South bound 1 0 1 0 0 0 0 Eastbound 1 0 3 0 0 0 0 Westbound 1 0 3 0 0 0 0 -_____ ------ ------ ------ ------ ------ ------ LANE GROUP CAPAClTY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3200 0 Southbound 1500 1700 0 Eastbound 1500 5100 0 Westbound 1500 51 00 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 18.2% 0.0% Southbound 1.1% 0.4% 0.0% Eastbound 0.0% 1 1.5% 0.0% Westbound 36.5% 6.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : OLIVENHAIN RD. BUILDOUT PROJECTION EW : RANCHO SANTA FE RD. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 6 17 I I--> I I ov 0 1 1 0 ___-I 1 0 I-___ 0 588 ___-- 3 3 e---- 31 7 A 0 __-- 90 1 ,---- 548 V V 1 1 1 <--, ,--> I I I A A 0 4 578 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 3200 0 Southbound 1500 1700 0 Eastbound 1500 5100 0 Westbound 1500 51 00 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 18.2% 0.0% . Southbound 1.1% 0.4% 0.0% Eastbound 0.0% 11.5Oh 0.0% Westbound 36.5% 6.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 77.4% Percent Utilization LEVEL OF SERVICE ---- > C I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION E: CALLE BARCELLONA AM PEAK 1 I 8 I Westbound 0 0 0 1 1 I li I I I 1 u= I 8 8 1 a TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 9 1219 0 Southbound 0 87 1 579 Eastbound 186 0 11 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 1 0 0 0 _---_- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __--_- ------ ------ ------ ------ Northbound 0 5100 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 1700 0 VOLUMBCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 24.1 Oh 0.0% Southbound 0.0% 28.4% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0. OOh 0.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : CALLE BARCELLONA AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 579 871 0 I I--> I I <--I v 1 3 0 0 ----- 0 0 <---- 0 11 ---- ,I 0 ,---- 0 A 0 186 ---- *1 0 a__-- V V 1 3 0 C--, ,--> I I I A 9 1219 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 51 00 0 Southbound 1500 5100 0 Eastbound 0 0 0 Westbound 1500 1700 0 ----- ---- - - ---- --- ---- - VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 24.1 Oh 0.0% Southbound 0.0% 20.4% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 30.4% Percent Utilization LEVEL OF SERVICE ---- > A 1 I I I 8 1 I I 8 8 1 1 1; I I I I II INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION E: CALLE BARCELLONA PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 15 1169 0 Southbound 0 862 294 Eastbound 497 0 4 Westbound 0 0 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 1 0 0 0 ------ ------ ------ ------ ------ ------ ___--_ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 51 00 0 Southbound 1500 51 00 0 East bound 0 0 0 Westbound 1500 1700 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ---__- ___--- ------ ------ Northbound 0.0% 23.2% 0.0% Southbound 0.0% 22.7% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% e INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BU ILDOUT PROJ ECTlON EW : CALLE BARCELLONA PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 294 862 0 I I--> I I <--' V 1 3 0 A 497 ----I 1 0 '---- 0 0 0 <---- 0 0 ----- 4 ---- ,1 0 ,---_ 0 V V 1 3 0 e--, ,--> 1 I I A 15 1169 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 51 00 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 1700 0 ----- ----- ----- --- ----- VOLUM &CAPACITY RAT1 0 Left Thru Right Turn Turn ----- ---- - ----- __- ----- Northbound 0.0% 23.2% 0.ow Southbound 0.0% 22.7% 0.0% Eastbound 0.0% 0,OOh 0.0% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 33.2?4 Percent Utilization LEVEL OF SERVICE ---- > A I I 1 I I I I 1 II B I I I II I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION W: CAMINO DE LAS COCHES AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1379 122 Eastbound 0 0 0 Westbound 143 0 2 ------ ------ ------ ------ ------ Southbound 7 1237 0 INTERSECTION GEOMETRY L LT T TR R LR LTR (Number of Lanes) Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ ------ ------ ------ Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 5100 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ North bound 0.0% 29.4% 0.0% Southbound 0.5% 24.3% 0.00h Eastbound 0.0% 0.0% 0.0% Westbound 9.5% 0.0% 0.1 Oh INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : CAMINO DE LAS COCHES AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 1237 7 I I--> 0 3 1 0 ---- lo 1 I---_ 2 0 0 <---- 0 0 ----- ,o 1 ,---- 143 0 ---- I I <--' v A V V 0 3 0 <--l 1--> I I I .. 0 1379 122 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 51 00 0 Southbound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 __--- ----- ----- __- ----- VOLUMEKAPACITY RATIO Left Thru Right Turn Tu rn ----- ----- - ---- __- --___ North bound 0.0% 29.4% 0.0% South bound 0.5% 24.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 9.5% 0.0% 0.1 Oh EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 49.4% Percent Utilization LEVEL OF SERVICE ---- > A I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION W: CAMINO DE LAS COCHES PM PEAK I 1 1 I I 8 I I 1; I R Ir I I 4 I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1484 170 Southbound 4 1107 0 Eastbound 0 0 0 Westbound 119 0 7 __--__ ------ ------ -_--__ ______ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 3 0 0 0 0 Southbound 1 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ___--- _---__ ------ ------ ------ Northbound 0 51 00 0 Southbound 1500 5100 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ -----_ --_--- ------ ------ Northbound 0.0% 32.4% 0.0% Southbound 0.3% 21.7% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 7.9% 0.0% 0.5% m INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : CAMINO DE LAS COCHES PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 1107 4 I I--> 0 3 1 0 ----’ 0 1 I---- 7 0 0 <---- 0 0 -e--- 0 ---- ,o 1 ,---- 119 I I <--’ v V V 0 3 0 e--, ,--> I I I 0 1484 170 I North LANE GROUP CAPACITY Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Default Capacity 1500 1700 1500 Northbound 0 51 00 0 South bound 1500 51 00 0 Eastbound 0 0 0 Westbound 1500 0 1500 ----- ----- ----- --- __-__ VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 32.4% 0.OOh Southbound 0.3% 21.7% 0.0% Eastbound 0.0% 0.0% o.o%l Westbound 7.9% 0.0% 0.5% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 50.6% Percent Utilization LEVEL OF SERVICE ---- > A I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW: LA COSTA AVE. AM PEAK I 8 I I 8 I I # 1 S D I I 1 1 1 B TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 27 1424 4 Southbound 0 1136 360 Eastbound 158 225 51 Westbound 0 237 64 -_---- ------ --_--- ___-__ ______ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Defau It Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 1 0 0 0 Southbound 1 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 1 0 1 1 0 0 0 Westbound ------ --_--- ------ ------ ------ -___-- -___-_ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -_---_ ------ ------ ------ ------ Northbound 1500 51 00 0 Southbound 1500 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.8% 28.0% 0.0% Southbound 0.0% 29.3% 0.0% Eastbound 10.5% a. 1 oh 0.0% Westbound 0.0% 8.9% 0.0% e INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : LA COSTA AVE. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 360 1136 0 I I c--' v I I--> 0 3 1 A 158 ---- '1 0 I---- 64 225 ----- 2 2 <---- 237 51 _--- ,o 1 ,---- 0 V V 1 3 0 <--, ,--> I I I 27 1424 4 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 5100 0 Southbound 1500 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMHCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1 .a% 28.0% 0.0% Southbound 0.0% 29.3% 0.0% Eastbound 10.5Oh a. 1 oh 0.0% Westbound 0.0% 8.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 60.5Oh Percent Utilization LEVEL OF SERVICE ---- > B B 8 I I I I I I I I 8 I B 8 8 I 1 I I INTERSECTION CAPACIN UTILIZATION MODEL NS : RANCHO SANTA FE RD. EUILDOUT PROJECTION EW: LA COSTA AVE. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ___--_ ___-_- _-_--- --_-_- _----- Northbound 79 1366 4 Southbound 0 1146 305 Eastbound 244 268 21 Westbound 0 417 35 INTERSECTION GEOMETRY LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 (Number of Lanes) L ___-_- -_-_-- _--_.._ ----_- _----- ------ ------ Northbound 1 0 2 1 0 0 0 Southbound 1 0 2 1 0 0 0 Eastbound 1 0 1 1 0 0 0 0 1 0 1 1 0 0 Westbound LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ _-_-__ -_---_ _--_-_ ------ Northbound 1500 51 00 0 1500 51 00 0 Southbound Eastbound 1500 3400 0 westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn _____- ----__ __---- -_-_-- ------ Northbound 5.3% 26.9% 0.0% Southbound 0.0% 28.5% 0.0% East bound 16.3% 8.5% 0.0% Westbound 0.0% 13.3% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : LA COSTA AVE. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 305 1146 0 I I I <--I v '--> 0 3 1 244 ---- '1 0 I-_-- 35 A 2 2 <---- 41 7 0 268 _-___ 21 ---- ,o 1 ,---- V V 1 3 0 <--, ,--> I I I 79 1366 4 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Defau It Capacity 1500 1700 1500 Northbound 1500 51 00 0 Southbound 1500 5100 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- _---- --- ----- ----- ----- ----- --- ---_- VOLUMHCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 5.3% 26.9% 0.0% Southbound 0.0% 28.5% 0.0% Eastbound 16.3% 8.5Oh 0.0% Westbound 0.OOh 1 3.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 73.3% Percent Utilization LEVEL OF SERVICE ---- > C I 1 I I E Westbound 600 0 1119 I II I I I 1 I I I II I I: B I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION W: QUESTHAVEN RD. AM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1267 566 Southbound 422 1122 0 Eastbound 0 0 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 3 0 2 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 2 0 0 0 2 0 0 ------ ------ ------ ------ ---_-- --_--_ ______ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn -_---- ------ ------ ------ ------ Northbound 0 6000 3240 Southbound 3240 6000 0 Eastbound 0 0 0 Westbound 3240 0 3240 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ___-_- ------ -----e ------ ------ Northbound. 0.0% 21.1% 17.5% Southbound 13.0% 18.7% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 18.5% 0.0% 34.5% INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION EW : QUESTHAVEN RD. AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 1122 422 I I I <--I V I--> 0 3 2 0 ---- '0 2 I---- 1119 0 0 <---- 0 0 -__-_ 0 ---- ,o 2 ,---- 600 A A V V 0 3 2 <--, ,--> A I I I 0 1267 566 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 0 6000 3240 Southbound 3240 6000 0 Eastbound 0 0 0 Westbound 3240 0 3240 --..-- ----- ----- --- _---- ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn -__-_ -__-_ -__-_ --_ __-__ Northbound 0.0% 21.1% 17.5% Southbound 73.0% 18.7% 0.0% Eastbound 0.0?4 0.0% 0.0% Westbound 18.5% 0.0% 34.5% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 78.7% LEVEL OF SERVICE ----> C i I I I I Westbound 496 0 594 8 I I I I I I I I I I I B INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BUILDOUT PROJECTION W: QUESTHAVEN RD. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1185 629 Southbound 961 1242 0 Eastbound 0 0 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 3 0 2 0 0 Southbound 2 0 3 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 2 0 0 0 2 0 0 -----_ ------ ------ -__--- ------ -----_ ------ LANE GROUP CAPACIW Left Thru Right (VPH of Green) Turn Turn __---_ ------ ------ -_____ ------ Northbound 0 6000 3240 Southbound 3240 6000 0 Eastbound 0 0 0 Westbound 3240 0 3240 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn -----_ __---- ------ -_____ ------ Northbound 0.0% 19.8% 19.4% Southbound 29.7% 20.7% 0.0% Eastbound 0.OOh 0.0% 0.0% 15.3% 0.0% 18.3% Westbound a INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE RD. BU ILDOUT PROJECTION EW : QUESTHAVEN RD. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 1242 961 I I--> I I <--I v 032 0 ----' 0 2 I-__- 594 0 0 e---- 0 0 ----- ,o 2 ,--__ 496 0 ---- A V V 0 3 2 <--, ,--> I I I A 0 1185 629 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 0 6000 3240 ----- ----- ----- --_ ----- ----- ----- ----- -_- -_--_ Southbound 3240 6000 0 Eastbound 0 0 0 Westbound 3240 0 3240 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 19.8% 1 9.4Oh South bound 29.7% 20.7% 0.0% Eastbound 0.0% 0. OOh 0.0% Westbound 15.3% 0.0% 18.3% EFFICIENCY LOST FACTOR 0,l CAPACITY UTILIZATION Percent Utilization 77.7% LNEL OF SERVICE ---- > C I I I I 1 I I I 1. I I I I I s B 1 I I INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW : RANCHO SANTA FE AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 0 0 Southbound 31 8 0 759 Eastbound 1647 636 0 Westbound 0 999 582 ------ ___--- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 0 0 0 0 0 Southbound 2 0 0 0 2 0 0 Eastbound 2 0 3 0 0 0 0 Westbound 0 0 3 0 1 0 0 ------ ------ __---- ------ ---___ _----- ------ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn -_--__ ------ ------ ------ ------ Northbound 0 0 0 Southbound 3240 0 3240 Eastbound 3240 6000 0 Westbound 0 6000 1800 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn __-__- ------ ------ ------ ------ , Northbound 0.0% 0.0% 0.0% Southbound 9.8Oh 0.0% 23.4% Eastbound 50.8% 10.6% 0.0% Westbound 0.0% 16.7% 32.3% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : RANCHO SANTA FE AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 759 0 318 I--> 2 0 2 I I I <--I v A A 1647 ---- '2 1 I_-_- 582 3 3 <---- 999 *o 0 ,---- 0 0 ---- 636 _____ V V 0 0 0 C--, ,--> I I I A 0 0 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- __- - ---- Default Capacity 1 800 2000 1 800 Northbound 0 0 0 South bound 3240 0 3240 Eastbound 3240 6000 0 Westbound 0 6000 1800 ----- ----- ----- --- ----_ VOLUMEICAPACIlY RATIO Left Thru Right Turn Turn ----- ----- ----_ __- - ---- Northbound 0.0% 0.0% 0.0% Southbound 9.80' 0.0% 23.40' Eastbound 50.8Oh 1 0.6% 0.0% Westbound 0.0% 16.7% 32.3% EFFlCl EN CY LOST FACTOR CAPACITY UTILIZATION 0.1 100.9% Percent Utilization LEVEL OF SERVICE ---- > F I I I I i I I i I 1 1 I 1 1 I I 1 1 I INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW; RANCHO SANTA FE PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 0 0 Southbound 426 0 1489 Eastbound 1050 888 0 Westbound 0 707 509 ----e- ------ --_--- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 0 0 0 0 0 Southbound 2 0 0 0 2 0 0 Eastbound 2 0 3 0 0 0 0 Westbound 0 0 3 0 1 0 0 ------ ------ ------ ------ ------ ----_- ---___ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn --__-- ------ --_--- ------ ------ Northbound 0 0 0 Southbound 3240 0 3240 Eastbound 3240 6000 0 Westbound 0 6000 1800 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 0.0% 0.0% Southbound 13.1% 0.0% 46.0% Eastbound 32.4% I 4.8% 0.0% Westbound 0.0% 1 1 .8% 28.3% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : RANCHO SANTA FE PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 1489 0 426 I I--> I I <--' v 2 0 2 A A 1050 ---- '2 1 I---- 509 888 _____ 3 3 <---- 707 0 ---- ,o 0 ,____ 0 V V 0 0 0 <--, ,--> I I I A 0 0 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ---- - --___ ----- --_ ----- Default Capacity 1800 2000 1800 Northbound 0 0 0 Southbound 3240 0 3240 Eastbound 3240 6000 0 Westbound 0 6000 1800 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _---- --___ ___-- --_ ---- - Northbound 0.0% 0.0% 0.0% Southbound 13.1% 0.0% 46.0% Eastbound 32.4% 14.8% 0.0% Westbound 0.0% 11.8% 28.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 100.1 Oh Percent Utilization LEVEL OF SERVICE ---- > F E I I I I I I I 1 I I I I I I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE BUlLDOUT PROJECTIONS EW : CALLE ACERVO AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 13 1203 39 Southbound 62 640 54 Eastbound 197 0 30 Westbound 96 0 262 ------ ------ ------ ------ __---- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---- __---- ____-- _____- ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 VOLUMOCAPACIN RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.9% 36.5% 0.0% Southbound 4.1% 20.4% 0.0% Eastbound 13.1% 1.8Oh 0.0% Westbound 6.4% 15.4% 0.0% 10/05/90 INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE BUILDOUT PROJECTIONS EW : CALLE ACERVO AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 54 640 62 I I I <--I v I--> 0 2 1 197 ----I 1 0 I---_ 262 1 1 e---- 0 30 ----, 0 1 ,---_ 96 0 ----- V V 1 2 0 <--, ,--> I I I * 13 1203 39 I North LANE GROUP CAPACITY Left Thru Right Turn Turn _-___ -__-_ _--__ --- - ---- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Westbound 1500 1700 0 _-___ -__-- _---_ --- ---__ Eastbound 1500 1700 0 VOLUM E/CAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.9% 36.5% 0.0% Southbound 4.1% 20.4% 0.0% Eastbound 13.1% 1.8% 0.0% Westbound 6.4% 15.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 79.2oh Percent Utilization LEVEL OF SERVICE ---- > C I I I I I I I I I I I I I I 1 I I I I INTERSECTION CAPACllY UTILIZATION MODEL NS : RANCHO SANTA FE BUILDOUT PROJECTIONS EW : CALLE ACERVO PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn ’ Turn Northbound 29 a70 102 Southbound 230 1003 165 Eastbound 88 0 20 Westbound 43 0 120 ------ ------ -__--- -_____ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.9% 28.6% 0.0% Southbound 15.3% 34.4% 0.0% Eastbound 5.9% 1.2% 0.0% Westbound 2.9% 7.1 Oh 0.0% 10105190 INTERSECTION CAPACITY UTILIZATION MODEL NS : RANCHO SANTA FE BUI LDOUT PROJECTIONS EW : CALLE ACERVO PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 165 1003 230 I I I <--I V I--> 0 2 1 A 88 ---_ '1 0 I---- 120 1 1 <---- 0 ,o 1 ,---- 43 20 ---- 0 ----- V V 1 2 0 <--, ,--> I I I A 29 870 102 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 North bound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- -_- ----- North bound 1.9% 28.6Oh 0.0% Southbound 15.3% 34.4% 0.0% Eastbound 5.9% 1.20h 0.0% Westbound 2.9% 7.1% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 66.8% Percent Utilization LEVEL OF SERVICE ---- > B I JNTERSECTION CAPACITY UTILIZATION MODEL NS ; CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : STATE STREET AM PEAK I 1 1 f E I I 1 1 I 1 I I 1 I I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 21 15 32 Southbound 21 7 2288 0 Eastbound 0 0 0 Westbound 8 0 20 ------ ------ ------ --_-_- ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 2 1 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 ------ ------ ------ ------ ------ ------ ----__ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ ---_-- ______ ___--_ ______ Northbound 0 5100 0 Southbound 1500 3400 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 42.1 Oh 0.0% Southbound 14.5% 67.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.5Oh 0.0% 1.3% 1 OlO5190 m INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : STATE STREET AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2288 217 I .--> 0 2 1 0 ----I 0 1 I---- 20 0 ----- 0 0 e---- 0 0 ---- ,o 1 ,---- 8 I I <--' v A V V 0 3 0 e--, * ,--> I I I 0 2115 32 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ___-- ---- - ----- --- ----- Default Capacity 1500 1700 1500 Northbound 0 51 00 0 Southbound 1500 3400 0 Eastbound 0 0 0 Westbound 1500 0 1500 ___-- ----- ----- --- ----- VOLUMECAPACITY RATIO . Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 42.1 Oh 0.0% Southbound 14.5% 67.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.5% 0.OOh 1.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 78.6Oh Percent Utilization LEVEL OF SERVICE ---- > C I INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : STATE STREET PM PEAK I I I I I I I 1 1 I i I # I I I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2299 27 Southbound 345 21 94 0 Eastbound 0 0 0 B Westbound 14 0 30 ------ ------ --_--- _---__ ______ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 North bound 0 0 2 1 0 0 0 South bound 2 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 0 0 ------ ------ ------ ------ ------ ------ __-___ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn _---_- ------ ------ ------ ------ Northbound 0 51 00 0 Southbound 2700 3400 0 Eastbound 0 0 0 Westbound 1500 0 1500 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -____- __-___ ____-- ------ --____ Northbound 0.0% 45.6% 0.0% Southbound 1 2.8% 64.5% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.9% 0.0% 2.0% 10/05/90 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : STATE STREET PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2194 345 I I--> 0 2 2 0 ---_' 0 1 I_--- 30 0 __--- 0 0 <---- 0 0 ---- to 1 ,---- 14 I I <--' v V V 0 3 0 e--, A ,--> I I I 0 2299 27 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 0 51 00 0 South bound 2700 3400 0 Eastbound 0 0 0 Westbound 1500 0 1500 --___ ----- ----- --- ----- - ---- ----- ----- --- ----- VOLUME/CAPACITY RATIO Lett Thru Right Turn Turn ----- ----- ----- --- ----- Narthbau nd 0.0% 45.6% 0.0% Southbound 12.8Oh 64.5% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.9Oh 0.0% 2.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 76.5% Percent Utilization LEVEL OF SERVICE ---- > C I INTERSECTION CAPACIW UTILIZATION MODEL NS : CARLSEAD BLVD. BUILDOUT PROJECTIONS EW ; GRAND AVENUE AM PEAK I I 1 1 E E I 1 1 E I t s 1 t I c TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 15 2049 29 Southbound 2 21 97 15 East bound 25 62 24 4 Westbound 22 47 24 ------ ------ ------ _-____ ______ INTERSECTION GEOMETRY L LT T TR R LR LTR (Number of Lanes) Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ ------ ------ ------ --__-_ ------ ______ Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ North bound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn _--_-- ------ ------ ------ ------ Northbound 1 .O% 61.1% 0.0% Southbound 0.1 Oh 65.7 Oh 0.0% Eastbound 1.7Oh 5.1% 0.0% Westbound 1.5% 4.20h 0.0% 10/05/90 INTERSECTION CAPACIM UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : GRAND AVENUE AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 15 2197 2 I I I <--' v I--> 0 2 1 25 ----* 1 0 I-_-- 24 62 ----_ 1 1 <---- 47 24 ____ ,o 1 ,---- 22 V V 1 20 <--, ,--> I I I 15 2049 29 I North LANE GROUP CAPACITY Left Thru Right Turn Turn _____----- - --__----_--- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 ___-- ----- ----_ --- ----- VOLUMUCAPACITY RATIO ' Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1 .O% 61.1% 0.0% Southbound 0.1 Oh 65.1 Oh 0.0% Eastbound 1.7% 5.1 Oh 0.0% Westbound 1.5% 4.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 82.6% Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : GRAND AVENUE PM PEAK 1 I 1 I 1 11 t I 1 P I 1 P 1 1 sc 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ _----- ------ Northbound 30 21 40 37 Southbound 2 2110 25 Eastbound 29 65 26 Westbound 42 81 75 INTERSECTION GEOMETRY L LT T TR R LR LTR (Number of Lanes) Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 7 0 0 0 0 ------ ------ ------ ------ ------ ------ ______ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __--__ ------ ------ _----- ---__- Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 VOLUMUCAPACIN RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.0% 64.0% 0.0% Southbound 0.1 Oh 62.8% 0.0% Eastbound 1.9% 5.4% 0.0% Westbound 2.8% 9.2% 0.0% 10105190 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS MI : GRAND AVENUE PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 25 2110 2 I I--> 0 2 1 29 _--_ '1 0 '---- 75 65 .---- 1 1 <---- 81 I I e--' v 26 ___- 90 1 ,---- 42 V V 1 2 0 <--, ,--> I I I A A 30 2140 37 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ___-- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Eastbound 1500 1700 0 Westbound 1500 1700 0 ----- ----- ___-_ --- ----- South bound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----_ ----- _-- ----- Northbound 2.0% 64.0% 0.0% South bound 0.1 Oh 62.8% 0.0% Eastbound 1 9% 5.4% 0.0% Westbound 2.8% 9.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 85.9% Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS 1 I I I I 1 P 1 I It I E I I 1 1 I RN : CARLSBAD VILLAGE DR. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2063 208 Sout hbou rid 62 2171 0 Eastbound 0 0 0 1 Westbound 230 0 42 ------ ------ ------ ----_- ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 1 1 0 0 0 0 ------ __---- ------ ------ ------ ------ ____-- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ -__--- ------ ------ Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 0 5600 0 VOLUMElCAPAClTY RATIO Left Thru Right Turn Turn --____ __-___ ------ ---___ ------ Northbound 0.0% 56.8% 0.0% Southbound 3.4% 54.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.0% 4.9% 0.0% 02/01/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS RN : CARLSBAD VILLAGE DR. AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 2171 62 I I--> I I <--I V A 0 2 1 A 0 ----I 1 0 I---- 42 0 ---- ,o 1 ,---- 230 0 __--- 1 2 <---- 0 V V 1 2 0 <--, A ,--> I I I A 0 2063 208 I North LANE GROUP CAPACIN Left Thru Right Turn Turn 1800 2000 1800 Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 0 5600 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - Default Capacity VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _--_- ----- ----- --- ----- Northbound 0.0% 56.8% 0.0% Southbound 3,4?4 54.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.0% 4.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 75.1 % LEVEL OF SERVICE ---- > C I INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : CARLSBAD VILLAGE DR. PM PEAK-HEAW DEMAND 1 I B 9E 1 I R I T I I 1 I E II I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2113 185 Southbound 32 21 53 0 Eastbound 0 0 0 4 Westbound 41 4 0 86 ------ ----__ -__--- ------ -_____ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Def au It Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 1 1 0 0 0 0 _---__ -____- ------ ------ ------ ------ __--__ a LANE GROUP CAPACITY Left Thru Riaht (VPH of Green) Turn Turn ------ _--___ --_--- ------ ------ Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 0 5600 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 57.5% 0.0% Southbound 1.8Oh 53.8% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 0.0% 8.9% 0.0% 02101/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. B UI LDOUT PROJ ECTlON S EW : CARLSBAD VILLAGE DR. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 2153 32 I--> I 0 2 1 A I I <--' v A 0 ---- '1 0 (---- 86 0 ----- 1 2 <---- 0 0 ---- ,o 1 ,---- 414 V V 1 2 0 e--, ,--> I I I 0 2113 185 I North LANE GROUP CAPACITY Left Thru Right Turn Turn _____ _-_-- - ---- --- ----- Default Capacity 1800 2000 1800 Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 0 5600 0 _-__- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn __--- ----- ----- --- ----- Northbound 0.0% 57.5% 0.0% Southbound 1.8% 53.8Oh 0.0% Eastbound 0.0% 0.0% 0.0% Wesibound 0.0% 8.9% 0.O0h EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 78.2% LEVEL OF SERVICE ---- > C I INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS t I 1 8 d 1 I 1 I E 1 I I I i I EW : TAMARACK AVENUE AM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2025 134 Southbound 29 2350 0 Eastbound 0 2 0 I Westbound 730 5 52 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 0 0 0 Eastbound 0 1 0 0 1 0 0 Westbound 2 0 0 1 0 0 0 ------ -----_ -___-- _----- ------ --_--- -_____ South bound 1 0 2 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 0 1800 1800 Westbound 3240 2000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 54.0% 0.0% Southbound 1.6% 58.8Oh . 0.0% Eastbound 0.0% 0.1 Oh 0.0% Westbound 22.5% 2.9% 0.0% m 02/04/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : TAMARACK AVENUE AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2350 29 I I--> 0 2 1 0 ---- '0 0 I-_-- 52 2 ----- 1 1 <---- 5 0 ---- ,1 2 ,---- 730 I I <--' v V V 1 2 0 e--, ,--> I I I 0 2025 134 A I North LANE GROUP CAPACITY Len Thru Right Turn Turn _--_- ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 0 1800 1800 Westbound 3240 2000 0 ____- _-__- ----- --- ----- VOLUMECAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 54.0% 0.0% Southbound 1.6Oh 58.8% 0. OOh Eastbound 0.0% 0. I Oh 0.0% Westbound 22.5% 2.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 91.4% LEVEL OF SERVICE ---- > E I c I Ir I Westbound 31 8 4 94 1 1 8 I 1 I T It 1c 0 1 I I I INTERSECTION CAPACIW UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : TAMARACK AVENUE PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 21 87 230 Southbound 59 21 56 0 Eastbound 1 4 0 _----- ---__- ---___ ---_-_ ______ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 . Eastbound 0 1 0 0 1 0 0 Westbound 2 0 0 1 0 0 0 -_---- ------ ----__ _---_- -____- -_____ -_____ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---- _____- -----_ _----- ____-- Northbound 1800 4000 0 Southbound 1800 4000 0 Eastbound 0 1800 1800 Westbound 3240 2000 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ _----- ____-- Northbound 0.0% 60.4% 0.OOh . Southbound 3.3% 53.9% 0.0% Eastbound 0.0% 0.3% 0.0% Westbound 9.8% 4.9% 0.0% 02fo1191 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : TAMARACK AVENUE PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 2156 59 I I--> 0 2 1 1 ---- '0 0 I---- 94 1 1 <---- 4 4 ----- 0 ---- $1 2 ,---- 31 8 I I e--' v V V 1 2 0 <--, ,--> I I I A 0 2187 230 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 1800 4000 0 Southbound 1800 4000 0 Westbound 3240 2000 0 ----- -_--- __-__ --- ----- ----- ----- ----- --- ----- Eastbound 0 1800 1 aoo VOLUMOCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 60.4Oh 0.0% Southbound 3.3% 53.9% 0.0% Eastbound 0.0% 0.3% 0. OOh Westbound 9.8% 4.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 83.8% LEVEL OF SERVICE ----> D b INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD BU ILDOUT PROJECTIONS EW : CANNON ROAD AM PEAK-HEAVY DEMAND t I I I s. I I 1 1 P I 1 I I 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2118 304 Southbound 622 2464 0 Eastbound 2 is 2 Westbound 199 5 31 ------ ------ ------ ------ --____ INTERSECTION GEOMETRY - (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 1 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 1 0 0 ------ ------ ------ --_--- ------ ------ --____ I LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---_-- ------ ------ ------ ------ Northbound 1800 4000 1800 Southbound 1800 4000 0 East bound 1800 2000 0 Westbound 1800 2000 1800 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 53.0% 16.9% Southbound 34.6% 61.6% 0.0% Eastbound 0.1 Oh 0.9% o.o%J Westbound 11.1% 0.3% 1.7% m INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS t34 ; CANNON ROAD AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2464 622 I I--> 0 2 1 2 ---- '1 1 I---- 31 1 1 <---- 5 2 ---- ,o 1 ,__-- 199 I I <--' v A A 15 ----- V V 1 2 1 e--, ,--> I I I A * 0 2118 304 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 1800 4000 1800 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 1800 __--- ----- ----- --- ----- VOLUMElCAPAClTY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 53.0% 1 6.9Oh Soul hbou nd 34.6% 61.6% 0.0% Eastbound 0.1 Oh 0.9% 0.0% Westbound 11.1% 0.3% 1.7% EFFl CI ENCY LOST FACTOR CAPACI'TY UTILIZATION 0.1 109.4Oh Percent Utilization LEVEL OF SERVICE ---- > F 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS 1 1 I I 1 I 1 I I i 1 1 I 8 1 1 I I EW : CANNON ROAD PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 2 2286 428 Southbound 209 2252 2 Eastbound 1 1 7 Westbound 130 14 131 ------ ------ ------ ----_- ______ INTERSECTION GEOMETRY L LT T TR R LR LTR (Number of Lanes) Default Capacity 1800 1800 2000 2000 1800 1800 1800 ------ ------ ------ ------ ------ ------ --____ Northbound 1 0 2 0 1 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 1 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---_ _----- ------ ------ ------ Northbound 1800 4000 1800 Southbound 1800 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 1800 VOLUMEXAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.1% 57.2Oh 23.8% Southbound 1 1.6% 56.4% 0.0% . Eastbound 0.1 Oh 0.4% 0.0% Westbound 7.2% 0.7% 7.3% INTERSECTION CAPACIN UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS EW : CANNON ROAD PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 2 2252 209 I $--> I I <--I v A 2 1 0 1 ----’ 1 1 I___- 131 1 ----- 1 1 ,---- 130 ,o 7 ---- 1 <---- 14 V V 1 2 1 e--, A ,--> I I I 2 2286 428 I North LANE GROUP CAPACITY Left Thru Right Turn Turn _____ _--_- ----- --- ----- Default Capacity 1800 2000 1800 1800 4000 1800 _____ __-_- ----- --- ----- Northbound Eastbound Westbound 1800 2000 1800 Southbound 1 800 4000 0 1800 2000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _____ ----- _---- --- ----- Northbound 0.1% 57.2% 23.8% Southbound Eastbound 1 1.6Oh 56.4% 0.0% 0.1 Oh 0.4% 0.0% Westbound 7.2Oh 0.7Oh 7.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 86.4Oh LEVEL OF SERVICE ---- > D II INTERSECTION CAPACllY UTILIZATION MODEL NS ! CARLSBAD BLVD. BUILDOUT PROJECTIONS i- I 1 I I I 1 5 I I 1 I 1 z I I I I EW ; PALOMAR AIRPORT RD. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 207 1 146 Southbound 233 241 3 0 Eastbound 0 0 0 Westbound 259 0 446 ------ ------ --_--- -----_ ______ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 2 0 1 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ Westbound 1 0 0 0 1 1 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -_____ ------ ------ ------ ------ Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 1800 0 1800 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 51.8% 8.1 Oh Southbound 7.2% 60.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 14.4% 0.0% 24.8% INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : PALOMAR AIRPORT RD. AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2413 233 I I--> 0 2 2 0 ---- '0 1.5 I---- 446 0 ----- 0 0 <---- 0 0 ---- ,o 1.5 ,---- 259 I I e--' v A A V V 0 2 1 <--, ,--> I I I A 0 2071 146 I North LANE GROUP CAPACITY Left Thru Right Turn Turn __--_ ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 1800 0 1800 ----- _--__ -__-- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 51.8% 8.1% Southbound 7.2% 60.3% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 14.4% 0.0% 24.8% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 95.1% LEVEL OF SERVICE ---- > E I i E 1 8 c I 1 I t 8 I 1 1 I I 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD. BUILDOUT PROJECTIONS EW : PALMAR AIRPORT RD. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Len Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2286 179 Southbound 537 1983 0 Eastbound 0 0 0 Westbound 364 0 481 ---e-- ------ ------ ------ -----_ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 _____- ------ ------ ------ ------ _____- ------ a Northbound 0 0 2 0 1 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 1 0 0 0 1 1 0 I LANE GROUP CAPACliY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ _----- --____ Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 1800 0 1800 VOLUMUCAPACIN RATIO Len Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 57.2% 9.9% ’ Southbound 16.6Oh 49.6Oh 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 20.2% 0.0% 26.7% INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSEAD BLVD. BUILDOUT PROJ ECTlONS EW : ’ PALOMAR AIRPORT RD. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 1983 537 I I--> 0 2 2 0 ----I 0 1.5 I---- 48 1 0 ----- 0 0 <---- 0 0 ---- ,o 1.5 ,---- 364 I I <--’ v A A V V 0 2 1 <--, ,--> I I I 0 2286 179 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 1800 0 1800 ----- ----- ----- --_ ----- ___-- ___-- - ---- --_ ----- VOLUMECAPACITY RATIO . Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 57.2% 9.9% Southbound 16.6% 49.6% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 20. P! 0.0% 26.7% EFFl CI ENCY LOST FACTOR CAPACITY UTILIZATION 0.1 1 10.4% Percent Utilization LEVEL OF SERVICE ---- > F I 8 I I 8 I I I I 8 c 1 I 1 I il i INTERSECTION CAPACIN UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS €W : POlNSRTlA LANE AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 2075 672 Southbound 243 2574 0 Eastbound 0 0 0 # Westbound 21 3 0 137 i ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 2 0 1 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 2 0 0 0 1 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ____-- ------ ------ ------ Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 3240 0 1800 VOLUMUCAPACrrY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound . 0.0% 51.9% 37.3% Southbound 7.5% 64.4% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 6.6% 0.0% 7.6% INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS EW : POlNSElTlA LANE AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2574 243 I--> 0 2 2 0 ----' 0 1 '---- 137 0 ----- 0 0 <---- 0 0 ---- $0 2 ,---- 21 3 I I I <--I v A .. V V 02 1 <--, ,--> I I I A .. 0 2075 672 I North LANE GROUP CAPACITY Left Thru Right Turn Turn __-_- ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 3240 0 1800 ----- ----- ----- --- ----- VOLU M UCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 51.9W 37.3% Southbound 7.5% 64.4% 0.0% Eastbound 0.00. 0.0% 0.0% Westbound 6.60. 0.0% 7.6% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 82.0% LNEL OF SERVICE ----> D 1 IVTERSECTION CAPACIN UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS I I 1 I I 1 I I t I 1. 1 1 1 I 1 I 8 EW : POINSIZITIA LANE PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 241 1 341 Southbound 224 2205 0 Westbound 557 0 204 ------ ------ ------ ------ ------ Eastbound 0 0 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 0 0 2 0 1 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 0 0 0 0 0 0 0 Westbound 2 0 0 0 1 0 0 --____ ------ ----__ ------ ------ ------ --_--- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -____- --__-- ----__ -----_ __---- Northbound 0 4000 1 800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 3240 0 1800 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -____- --___- ----__ __---_ ------ Northbound 0.0% 60.3% 18.9% Southbound 6.9% 55.1 Oh 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 17.2% 0.0% 1 1.3% INTERSECTION CAPACITY UTILIZATION MODEL NS : CARLSBAD BLVD BUILDOUT PROJECTIONS EW ; POINSfZIlIA LANE PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 2205 224 I I--> 0 2 2 I I <--' v A '0 1 I---- 204 0 ---- 0 ---- .o 2 ---- 0 Q <---- 0 557 0 ----- V V 0 2 1 C--, ,--> I I I A 0 2411 341 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 ----- ----- ----- --- -___- ----- ----- ----- --- ----- Northbound 0 4000 1800 Southbound 3240 4000 0 Eastbound 0 0 0 Westbound 3240 0 1800 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.0% 60.3% 18.9% Southbound 6.9% 55.1% 0.0% Eastbound 0.0% 0.0% 0.0% Westbound 17.2% 0.0% 1 1.3% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 94.4% Percent Utilization LEVEL OF SERVICE ---- > E 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTION EW : POlNSElTlA LN AM PEAK : 1 1 1 I I I 1 I I 1 I 1 I 1 I I 1 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 26 41 5 307 Southbound 245 178 28 Eastbound 34 845 36 Westbound 502 295 51 1 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 _____- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right Turn Turn _-_--- ------ ------ ------ ------ (VPH of Green) a Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMUCAPACIW RATIO Left Thru Right Turn Turn ------ ------ ------ ___-__ ------ Northbound 1 .O% 21.2% 0.0% Southbound 9.1 Oh 6.1 Oh 0.0% Eastbound 1.3% 25.9% 0.0% Westbound 18.6% 23.7% 0.0% I INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTION EW : POINS€lTIA LN AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 28 178 245 I I--> 0 2 2 I I c--' v A A 34 ---- '2 0 I---- 51 1 845 ----- 2 2 <---- 295 36 ___- *o 2 ,---- 502 V V 2 2 0 e--, ,--> A I I I 26 415 307 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUME/CAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1.0% 21.2% 0.0% 0.0% Southbound 9.1% 6.1% Eastbound 1.3% 25.9% 0.0% Westbound 18.6% 23.7% 0.0% 4 EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 84.8% LEVEL OF SERVICE ---- > D I i INTERSECTION CAPACITY UTILIZATION MODEL NS .' AYENJDA ENClNAS BUILDOUT PROJECTION EW : POlNSEirlA LN PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 58 335 592 Southbound 492 442 87 Eastbound 51 464 50 I Westbound 361 61 5 263 D 1 I 1: 8 1 I B 8 @ I I 1 I 1 ------ ------ ------ ------ -_____ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ Southbound 2 0 2 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 I VOLUM~CAPACin RATIO Left Thru Right Turn Turn ___-__ _____- ------ __-__- ------ Northbound . 2.1 Oh 27.3% 0.0% Southbound 18.2% 15.6% 0.0% Eastbound 1.9% 15,lW 0.0% Westbound 13.4% 25.8% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTION EW ; POINS€ITIA LN PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 87 442 492 I I--> 0 2 2 51 ____ '2 0 I---- 263 464 ----- 2 2 <---- 61 5 50 ___- ,o 2 ,---- 361 I I <--I v A V V 2 2 0 e--, ,--> I I I A 58 335 592 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 0 Eastbound 2700 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- VOLUM UCAPACllY RAT1 0 Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 2.1% 27.3Oh 0.0% Eastbound 1.9% 15.1% 0.0% Westbound 13.4% 25.8% 0.0% Southbound 18.2% 15.6% 0.0% EFFlCl EN CY LOST FACTOR CAPACITY UTILIZATION 0.1 Percent Utilization 84.0% LEVEL OF SERVICE ---- > D I 4 I 1 D 1 I 1 1 I 6 I I 1 Il I 1 I INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : POINS€JTIA LN AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 63 29 29 Southbound 39 9 93 Eastbound 368 1181 43 Westbound 23 1642 357 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 1 0 0 0 Southbound 1 0 1 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ I LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 1500 Eastbound 2700 3400 0 Westbound 1500 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 4.2% 3.4% 0.0% Southbound 2.6% 0.5Oh 6.2% Eastbound 13.6% 36.0% 0.0% Westbound 1.5% 58.8% 0.0% INTERSECTION CAPACIW UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : POINS€lTIA LN AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 93 9 39 I I--> 1 1 1 1 1 e--' v 368 ----' 2 0 I---- 357 1181 ----- 2 2 <---- 1642 43 ---- ,o 1 ,---- 23 V V 10 A ,--> 63 29 29 1 <--, I I I A I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 1700 0 Southbound 1500 1700 1500 Eastbound 2700 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ---_- ----- -__-- --- ___-- Northbound 4.2% 3.4% 0. OO! Southbound 2.6% 0.5% 6.2% Eastbound 13.6% 36.0% 0.0% Westbound 1 Soh 58.aoh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 88.6% Percent Utilization LEVEL OF SERVICE ---- > D R t -Ii I 8 I I 1 I 1 I I I I 1 I B I 1 s INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : POINSRTIA LN PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 65 22 36 Southbound 165 30 124 Eastbound 239 1616 69 Westbound 42 1678 165 ------ ------ ------ ------ _----_ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 North bound 1 0 0 1 0 0 0 Southbound 1 0 1 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ -----_ ----_- -_---- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ___--_ ------ ------ __---- _---__ Northbound 1500 1700 0 Southbound 1500 1700 1500 Eastbound 2700 3400 0 Westbound 1500 3400 0 VOLUMBCAPACIN RATIO Left Thru Right Turn Turn _----_ ---__- --_--- __-_-- ----_- Northbound 4.3% 3.4% 0.0% Southbound 11.0% 1.8% 8.3% ’ Eastbound 8.9% 49.6% 0.0% Westbound 2.8% 54.2% 0.0% INTERSECTION CAPACIT UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTION EW : POINS€lTIA LN PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 124 30 165 I I--> I I <--I v 1 1 1 1) 239 ---- '2 0 '---- 1 65 1616 ----- 2 2 (---- 1678 IO 1 ,---- 42 69 ____ V V 1 1 0 <--, ,--> 1) I I I * 65 22 36 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 1700 0 Southbound 1500 1700 1500 Eastbound 2700 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 4.3% 3.4% 0.0% Southbound 11 .O% 1.8% 8.3Oh Eastbound 8.9% 49.6% 0.0% Westbound 2.845 54.2Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACllY UTILIZATION 87.5Oh Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTION CAPACITY UTILIZATION MODEL NS : BATlQUlTOS DR. BUILDOUT PROJECTION ON : POlNSFlTlA LN AM PEAK I I I I Westbound 12 1471 10 I I B 1 I I I I I I I u 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 428 2 41 ------ ------ ------ ------ ------ Southbound 39 2 1 24 Eastbound 42 1055 153 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ _____- ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn _____- ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _____- ------ ------ ------ ------ Northbound 15.9W 1.3% 0.0% Southbound 2.6% 3.7% 0.0% Eastbound 2.8% 35.5% 0.0% Westbound 0.8% 43.6% 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : BATlQUlTOS DR. BUILDOUT PROJECTION EW : POlNSf3TlA LN AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 124 2 39 I I--> I I <--I v 021 42 ___-' 1 0 a_-__ 10 1055 ----- 2 2 <---- 1471 153 ---- ,o 1 (____ 12 V V 2 2 0 <--, ,--> I I I 428 2 41 I L. L. North LANE GROUP CAPACIN Left Thru Right Turn Turn ___-- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ____- _-_-- ----- --- ----- VOLUMEKAPACIN RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 15.9% 1.3% 0.0% Southbound 2.6% 3.7% 0.0% Eastbound 2.8% 35.5% 0.0% Westbound 0.8% 43.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIM UTILIZATION 75.9% Percent Utilization LEVEL OF SERVICE ---- > C I INTERSECTION CAPACllY UTILIZATION MODEL NS : BATIQUITOS DR. B U I LDOUT PROJ ECTION EW : POlNSFlTlA LN PM PEAK U I I I I I I 1 1 I I 1 I I I li 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 21 7 2 14 Southbound 16 3 57 Eastbound 110 1311 395 Westbound 46 1611 33 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 --____ _----- ------ ------ -_-_-- ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 8.0% 0.5% 0.0% Southbound 1.1% 1 .a% 0.0% Eastbound 7.3% 50.2% 0.ow Westbound 3.1% 48.4% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : BATlQUlTOS DR. BUILDOUT PROJECTION EW : POINS€ITIA LN PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 57 3 16 I--> 0 2 1 I I I <--' v A 110 ---- '1 0 I-__- 33 395 ----, 0 1 ,---- 46 1311 ----- 2 2 <---- 1611 V V 2 2 0 <--, A ,--> I I I 21 7 2 14 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----_ ----- ----- --- ----- Northbound 8.0% 0.5% 0.0% Southbound 1.1% 1.8% 0.0% Eastbound 7.3% 50.2% 0.0% Westbound 3.1 Oh 48.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTI LlZATl ON 75.5% Percent Utilization LEVEL OF SERVICE ---- > C 1 I I I I I I I 1- 1 I 8 I I 1 I 1 1 u INTERSECTION CAPACITY UTILIZATION MODEL NS: ALGARD. BUILDOUT PROJECTION EW : POINSETTIA LN AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 337 637 55 Southbound 127 280 153 Eastbound 415 61 2 129 Westbound 10 903 176 --_--- ------ ------ ----__ -____- INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Sout h bound 2 0 2 0 I 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ __---- LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn ___--_ __---_ _----- ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 1500 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -___-- __--__ _-_--- ------ ------ Northbound 12.5% 20.40! 0.0% Southbound 4.7% a. 2% 1 0.2% Eastbound 15.4% 21.8% 0.0% Westbound 0.4% 31.7?4 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS: ALGARD. BUILDOUT PROJECTION EW : POINSETTIA LN AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 153 280 127 I I--> 1 2 2 I I e--’ V A A 415 ---- ’2 0 I---- 176 612 --__- 2 2 e---- 903 129 ----, 0 2 ,---- 10 V V 2 2 0 e--, ,--> I I I 337 637 55 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 1500 Eastbound 2700 3400 0 Westbound 2700 3400 0 __--- ----- ----- --- ----- __--- ----- ----- --- ----- VOLUMUCAPACIN RATIO Left Thru Right Turn Turn __--- ----- _-___ _-- ----- Northbound 12.5% 20.4Oh 0.0% Southbound 4.7% 8.2% 10.2% Eastbound 15.4Oh 21.8% 0.0% Westbound 0.4% 31.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 82.2% Percent Utilization LEVEL OF SERVICE ----> D 1 I II I I I I I 1 I I 1 1 1 I I 1 1 INTERSECTION CAPACITY UTILIZATION MODEL NS: ALGARD. BUILDOUT PROJECTION I RhJ : POlNSElTIA LN. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 274 354 30 Southbound 293 705 590 ------ ------ ------ ------ ------ Eastbound ,82 943 236 Westbound 26 ' 826 39 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 2 0 2 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -__--- ------ -__--- ------ ------ Northbound 2700 3400 0 Southbound 2700 3400 1500 Eastbound 2700 3400 0 Westbound 2700 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn _----_ ---___ ------ ------ --____ N or3 h bound 10.1% 11.3% 0.0% Southbound 10.9% 20.7% 39.3% Eastbound 3.0% 34.7% 0.0% Westbound 1 .O% 25.4% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS: ALGARD. BUILDOUT PROJECTION EW : POlNSRTlA LN. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 590 705 293 I I--> I I e--' v 1 2 2 82 ----' 2 0 I---- 39 943 ----- 2 2 <---- 826 236 ----, 0 2 ,---- 26 A V V 2 2 0 <--, ,--> A I I I 274 354 30 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- --___ ----- --- ----- Def au It Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 2700 3400 1500 Eastbound 2700 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- VOLUMHCAPACITY RATIO Left Thru Right Turn Turn __--- --_-- ----- --- ----- Northbound 10.1% 1 1.3% 0.0% Southbound 10.9% 20.7% 39.3% Eastbound 3.0% 34.7% 0.0% Westbound 1 .ow 25.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 85.OOh Percent Utilization LEVEL OF SERVICE ----> D M I I I I i I I 1 I 1 I I I I I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTIONS EW : CANNON ROAD AM PEAK TRAFFlC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 9 0 60 Southbound 0 0 0 Eastbound 0 967 56 Westbound 397 337 0 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 1 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ _-___- ------ ------ ------ Northbound 2250 0 2250 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.4% 0.0% 2.7% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 30.1 Oh 0.0% Westbound 26.5% 9.9% 0. OO! 02/06/91 INTERSECTION CAPACITY UTILIZATION MOOEL NS : AVENIDA ENCINAS BUILOOUT PROJECTIONS EW : CANNON ROAD AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 0 0 I I--> 0 0 0 I I <--I v 0 ----' 0 0 '---- 0 2 2 e---- 337 56 ____ ,o 1 (____ 397 967 ___-_ V V 1.5 0 1.5 e--, ,--> I I I A 9 0 60 I North LANE GROUP CAPACIN Left Thru Right Turn Turn ----- ----- -____ --- ----- Default Capacity 1500 1700 1500 ----- ----- -____ --- ----- Northbound 2250 0 2250 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- -____ _-- ----_ Northbound 0.4% 0.0% 2.7% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 30.1 Oh 0.ow Westbound 26.5% 9.9Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 69.2% Percent Utilization LEVEL OF SERVICE ---- > B I 1NTERSECTlON CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS BUILDOUT PROJECTIONS EW : CANNON ROAD PM PEAK I I I I Westbound 231 351 0 1 I I I I I I 1 I I I I I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 37 0 328 Southbound 0 0 0 Eastbound 0 736 22 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northtjound 1 0 0 0 1 1 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ______ ------ ____-- ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ _----- ------ ------ ------ Northbound 2250 0 2250 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.6Oh 0.0% 14.6% Eastbound 0.0% 22.3%1 0.0% Westbound 15.4% 1 0.3Oh 0.0% Soh hbound 0.0% 0.0% 0.0% 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : AVENIDA ENCINAS EW : CANNON ROAD PM PEAK B U I LDOUT PROJ ECTl ONS INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 0 0 I I I e--' v I--> 0 0 0 0 ---- '0 0 I---- 0 736 _____ 2 2 e---- 351 22 ---- $0 1 ,---- 23 1 A A V V 1.5 0 1.5 <--, ,--> A I I I 37 0 328 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2250 0 2250 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 _--_- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1.6% 0.0% 14.6Oh Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 22.3% 0.0% Westbound 15.4% 10.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 62.3% Percent Utilization LEVEL OF SERVICE ---- > B I INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTIONS €W ; CANNON ROAD PM PEAK-HEAVY DEMAND I -, I I I I I I 1 I I I I 1 I I I B I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 220 197 21 7 Southbound 424 270 81 5 Eastbound 586 1063 248 Westbound 92 637 334 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 2 0 0 0 0 Southbound 2 0 1 1 1 0 0 Eastbound 2 0 2 0 0 0 0 2 0 2 0 0 0 0 Westbound _____- ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ______ ------ ___--- ------ ------ Northbound 3240 4000 0 Southbound 3240 5800 0 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMOCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 6.8% 10.4% 0.0% Southbound 13.1% 1 8.7% 0.0% Eastbound 18.1% 32.8% 0.0% Westbound 2.8% 24.3Oh 0.0% 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTIONS EW : CANNON ROAD PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 815 270 424 I *--> I I <--I v 1 2 2 . 586 ---- '2 0 I---- 334 1063 ----- 2 2 e---- 637 92 248 ---- to 2 ---- V V 2 2 0 <--, ,--> A I I I 220 197 217 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1800 2000 1800 Northbound 3240 4000 0 Southbound 3240 5800 0 Eastbound 3240 4000 0 Westbound 3240 4000 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 6.8% 10.4% 0.0% Southbound 13.1% 18.7% 0.0% Eastbound 18.1% 32.8Oh 0.0% Westbound 2.8% 24.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 77.9% Percent Utilization LEVEL OF SERVICE ---- > C I INTERSECTION CAPACIW UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTIONS Y 1 I I I I I a E P I 1 11 I I I t 1 EW : CANNON ROAD AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn North bound 68 162 107 Eastbound 597 1343 279 Westbound 127 61 6 279 ------ ------ _-_--- -_____ ______ Southbound 21 2 150 347 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Nort h bou nd 2 0 2 0 0 0 0 Southbound 2 0 1 1 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn --__-- ------ ------ ------ ------ Northbound 3240 4000 0 Southbound 3240 5800 0 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 2.1 Oh 6.7% 0.0% Southbound 6.5% 8.6% 0.00h Westbound 3.9% 22.4% 0.0% Eastbound 18.4% 40.6% 0.0% 02/06/91 INTERSECTION CAPACITY UTILIZATION MODEL NS : PASEO DEL NORTE BUILDOUT PROJECTIONS EW : CANNON ROAD AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 347 150 212 I *--> I I <--I v 1 2 2 597 ---- '2 0 I---- 279 1343 -_--- 2 2 e---- 61 6 279 ---- ,o 2 ,---- 127 V V 2 2 0 C--, ,--> I I I A 68 162 107 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 4000 0 Southbound 3240 5800 0 Eastbound 3240 4000 0 Westbound 3240 4000 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 2.1 Oh 6.7% 0.0% Southbound 6.5% 8.6% 0.0% Eastbound 18.4% 40.6% 0.0% Westbound 3.9% 22.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 67.7% Percent Utilization LEVEL OF SERVICE ---- > B I INTERSECTION CAPACIlY UTILIZATION MODEL N: HIDDEN VALLEY BUILDOUT PROJECTION Ew: CANNON RD. AM PEAK 1 I 1 1E Westbound 607 965 0 1 PI I 11 1 I I B l E 1 0 E P TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 58 0 138 Eastbound 0 1142 520 ------ ------ ------ ------ ------ Southbound 0 0 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 1 0 0 West bound 2 0 2 0 0 0 0 __---- --___- ------ ------ ------ ------ ----__ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---- ------ ------ ------ ------ Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 1500 Westbound 2700 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn __---- ------ ------ ------ ------ Northbound 3.9% 0.0% 9.2% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 33.6% 34.7% Westbound 22.5% 2a.w 0.OOh INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY BUILDOUT PROJECTION EW: CANNONRD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 0 0 I--> 0 0 0 0 ---- '0 0 I---- 0 1142 ----- 2 2 e---- 965 520 ---- ,1 2 ,---- 607 I I I e--' v A A V V 1 0 1 <--, ,--> I I I A .. 58 0 138 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Def au I t Capacity 1500 1700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 1500 Westbound 2700 3400 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 3.9% 0.0% 9.2% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 33.6% 34.7% Westbound 22.5% 28.4% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 75.3% Percent Utilization LEVEL OF SERVICE ---- > C 1 INTERSECTION CAPACITY UTILIZATION MODEL N: HIDDEN VALLEY BUILDOUT PROJECTION EW: CANNONRD. PM PEAK II 1 J e T?AFFIC VOLUMES Len Thru Right Nehicles per Hour) Turn Turn ------ ------ --_--- --____ ______ Northbound 375 0 405 Southbound 0 0 0 Eastbound 0 1372 332 Westbound 270 688 0 I FITERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 1 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ ----__ ------ c E I 1 P I p. iiy 'IE l 1 I a 1 UNE GROUP CAPACITY Len Thru Right YPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 1500 West bound 2700 3400 0 VOLUMEICAPACITY RATIO Left Thru Right Turn Turn ------ __---- ------ ------ ------ Northbound 25.0% 0.0% 27.0% Southbound 0.0% O.P! 0.0% Eastbound 0.0% 40.4% 22.1 Oh Westbound 1 0.0% 20.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : HIDDEN VALLEY BUILDOUT PROJECTION EW: CANNONRD. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 0 0 I I I <--I v I--> 0 0 0 0 ----I 0 0 '---- 0 1372 ----- 2 2 e---- 688 332 ---- ,1 2 ,---- 270 A V V 1 0 1 e--, ,--> I I I 375 0 405 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1 700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 1500 Westbound 2700 3400 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn --___ _-___ _--__ --- ----- Northbound 25.0% 0.0% 27.0% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 40.4% 22.1 Oh Westbound 1 0.0% 20.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 87.4% LEVEL OF SERVICE ---- > D 1c: INTERSECTION CAPACITY UTILIZATION MODEL S: FARADAY AVE. BUILDOUT PROJECTION EW: CANNONRD. AM PEAK I I SL 8 Westbound 329 1549 0 1 B I e 1 3 1 (I 1. c) I t 2 1 TRAFFIC VOLUMES Len Thru Right (Vehicles per Hour) Turn Turn Northbound 24 0 8 South bound 0 0 0 Eastbound 0 76 1 51 9 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ------ ------ ------ ------ ------ -----_ ------ LANE GROUP CAPACIM Left Thru Right (VPH of Green) Turn Turn -----_ ------ ------ -___-- ----_- Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 2700 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.6% 0.0% 0.5% South bound 0.0% 0.0% 0.0% Eastbound 0.0% 37.6% 0.0% Westbound 1 2.2% 45.6% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : FARADAY AVE. BUILDOUT PROJECTION EW: CANNONRD. AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 0 0 I I--> 0 0 0 I I <--' v '0 0 I---- 0 0 ---- 761 --_-_ 2 2 <---- 1549 519 ---- ,o 2 ,---- 329 V V 1 0 1 e--, ,--> I I I 6 24 0 8 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- - ---- --- ----- Northbound 1.60h 0.0% 0.5% Southbound 0.0% 0.0% 0.0% Westbound 1 2.2% 45.6% 0.0% Eastbound 0.0% 37.6% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 61.4% Percent Utilization LEVEL OF SERVICE ---- > B I 1 t I 1 Westbound 7 77 1 0 1 8 t I. 1 ‘8 I B f 4 it 1 i INTERSECTION CAPACITY UTILIZATION MODEL S: FARADAY AVE. BU ILDOUT PROJ ECTlON Ew: CANNON RD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 187 0 58 Southbound 0 0 0 Eastbound 0 1609 168 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 --____ -----_ ------ --_--- ----_- ------ __---- Southbound 0 0 0 0 0 0 0 LANE GROUP CAPACITY Lett Thru Right (VPH of Green) Turn Turn --___- -----_ ------ __-_-- ------ Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 2700 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn -____- ------ ------ ------ ------ Northbound 12.5% 0.0% 3.9% Southbound 0.0% 0.0% 0.0% Eastbound 0.00h 52.3Oh 0.0% Westbound 0.3% 22.7% 0.0% m INTERSECTION CAPACITY UTILIZATION MODEL NS : FARADAY AVE. BUILDOUT PROJECTION EW: CANNONRD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 0 0 I I--> 0 0 0 0 0 I_--- 0 1609 ----- 2 2 <---- 771 7 I I <--I v A A 0 -_--' 2 ---- 168 ---- ,o V V 1 0 1 <--, ,--> A I I I 187 0 58 I North LANE GROUP CAPACIN Left Thru Right Turn Turn ----- ----- ----- --- ----_ Default Capacity 1500 1700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 2700 3400 0 ----- ----- ----- --- ----- VOLUMEICAPACITY RATIO Left Thru Right Turn Turn - - - - - - - - - - - - - - - - - - - - - - - Northbound 12.5% 0.0% 3.9% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 52.3% 0.0% Westbound 0.3% 22.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 75.0% Percent Utilization LEVEL OF SERVICE ---- > C I I 1 I t I I I 1 n 1 u 9 1 1 1 0. f I INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW: CANNONRD. AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 196 1099 44 I '--> I I e--' v 1 3 2 A A 240 ---- '2 0 I__-- 151 2 2 <---- 965 411 ----- $0 2 ,---- 371 &j ---- V V 2 3 0 e--, ,--> I I I A 62 601 162 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- -___- -__ ----- Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1 800 Eastbound 3240 4000 0 ----- ----- ----- --- ----- Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- --__- --- ___-- Northbound 1.9% 1 2.7% 0.0% South bound 1.4% 18.3% 10.9% Eastbound 7.4% 12.4W 0.0% Westbound 11.5% 27.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 65.5% LEVEL OF SERVICE ---- > 0 INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION Ew: CANNON RD. AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 62 601 162 Southbound 44 1099 196 Eastbound 240 41 1 85 Westbound 371 965 151 ------ ____-_ _-__-- ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 ------ ------ ------ ------ ------ ------ ------ Northbound 2 0 3 0 0 0 0 Southbound 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 0 Southbound 3240 6000 1800 Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.9% 12.7% 0.0% Eastbound 7.4% 12.4% 0. u% Westbound 11 SO! 27.9% 0.0% Southbound 1.4% 18.3Oh 10.9% 4 INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION I 8 1 1 0 I 1 8 1 I @ T I 1 1 1 I Ew: CANNON RD. PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 55 1380 286 Southbound 142 773 206 Eastbound 93 1199 34 Westbound 508 21 7 113 ------ ------ ___--- --____ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 South bound 2 0 3 0 1 0 0 Eastbound 2 0 2 0 0 0 0 Westbound 2 0 2 0 0 0 0 ----__ ------ ------ ------ ------ ------ ---___ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 3240 6000 0 3240 6000 1800 Southbound Eastbound 3240 4000 0 Westbound 3240 4000 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ -_____ __---- -----_ ------ Northbound 1.7% 27.8% 0.0% Southbound 4.4% 1 2.9% 1 1.4% Eastbound 2.9% 30.8% 0.0% Westbound 15.7% 8.3% 0.0% a INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW: CANNONRD. PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 206 773 142 I--> I I <--' V 1 3 2 93 ---- '2 0 I---- 113 2 <---- 21 7 2 ,---- 508 1199 ----- 2 IO 34 ---- I A A V V 2 3 0 <--, ,--> I I I 55 1380 286 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 3240 6000 1 800 Eastbound 3240 4000 0 Westbound 3240 4000 0 -_--- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1.7% 27.8% 0.0% Southbound 4.4% 12.9% 11.4% Eastbound 2.9% 30.8% 0.0% Westbound 15.7% 8.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CA PA C IN UTI LlZATl ON 88.7% Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTION CAPACIN UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION W: TAMARACK AVE. AM PEAK I I I E Westbound 0 0 0 1 I 1 f 1' N & Ji 1 I I I 1 1 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1155 0 Southbound 0 1 665 73 Eastbound 180 0 0 ------ ------ e----- ------ -_____ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 0 0 2 0 0 0 0 Eastbound 1 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 ---_-- ------ ------ ------ ------ -_____ --__-_ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ c----- ------ Northbound 1500 3400 0 Southbound 0 3400 0 Eastbound 1500 0 1500 West bound 0 0 0 VOLUMUCAPACITY RATIO Lett Thru Right Turn Turn _----- _----- ------ ------ ------ Northbound 0.0% 34.0% O.OO? Southbound 0.0% 51.1% 0.0% Eastbound 12.0% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW : TAMARACK AVE. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 73 1665 0 I I--> 0 2 0 180 ----' 1 0 I---- 0 0 ----- 0 0 <---- 0 0 ---- ,1 0 ,---- 0 I I <--I v A V V 1 2 0 <--, ,--> A I I I .. 0 1155 0 I North LANE GROUP CAPACllY Left Thru Right Turn Turn -_-_- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 0 3400 0 Eastbound 1500 0 1500 Westbound 0 0 0 _____ __--- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn _____ -_-_- ----- --- ----- Northbound 0.0% 34.0% 0.0% Southbound 0.0% 51 .l% 0.0% Eastbound 1 2.0% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 73.1% Percent Utilization LEVEL OF SERVICE ---- > C I I 1 I 1 Westbound 0 0 0 s 1 L. s L 1 i .J E Y 1 I E IE INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION W; TAMARACK AVE, PM PEAK 4e TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 1388 0 Southbound 0 1531 196 Eastbound a4 0 0 ----_- ------ ------ ------ --____ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ----_- --__-- __---- ------ ------ ------ ------ North bound 1 0 2 0 0 0 0 Southbound 0 0 2 0 0 0 0 East bound 1 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ----_- ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 0 3400 0 Eastbound 1500 0 1500 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.0% 40.8% 0.0% Eastbound 5.6% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% Southbound 0.0% 50.8Oh OOO% INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW : TAMARACK AVE. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 196 1531 0 I I--> I I <--I v 0 2 0 & --_-' 1 0 I---- 0 0 0 <---- 0 0 ----- ,1 0 ,---- 0 0 ---- A A V V 1 2 0 C--, ,--> I I I A A o 1x18 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 0 3400 0 Eastbound 1500 0 1500 Westbound 0 0 0 ----- ----- ----- --_ ----- ----- ----- ----- --- --___ VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- _--__ Northbound 0.0% 40.8Oh 0.0% Southbound 0.0% 50.8Oh 0.0% Eastbound 5.6% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 66.4% Percent Utilization LEVEL OF SERVICE ---- > 6 I 1 I 1 i 1 I 8 8' I I 3: T I 1 I I 1 INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION Ew: ELM AVE. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 247 881 38 Southbound 54 1160 45 1 Eastbound 178 25 140 4 Westbound 46 82 96 --___- ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 _____- _____- -___-- -_---- -___-- ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -__--- ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACJN RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 9.1 Oh 27.0% 0.0% Southbound 3.6% 47.4% 0.0% Eastbound 1 1.90h 4.9% 0. OOh Westbound 3.1 Oh 5.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW: ELMAVE. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 451 1160 54 I I--> 0 2 1 I I <--' v A 178 ---- '1 0 I---- 96 2 2 <---- 82 140 ---- $0 1 ,---- 46 25 ----- V V 2 2 0 e--, ,--> I I I 247 881 38 1 North LANE GROUP CAPACllY Len Thru Right Turn Turn ----- ----- ----- --- --___ Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ---__ VOLUMHCAPACITY RATIO Left Thru Right Turn Turn ----- --__- ---__ _-- ----- Northbound 9.1% 27. OO!. 0.0% Southbound 3.6% 47.4% 0.0% Eastbound 11.9% 4.9% 0.0% Westbound 3.1% 5.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 83.6% Percent Utilization LEVEL OF SERVICE ---- > 0 I t 'II I b I I 1 I I 1 1 N 1 I 1 I 1 I INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION Ew: ELM AVE. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 39 1 1154 76 ------ ___--- ------ ------ -_____ Southbound 101 971 459 Eastbound 1 78 56 186 Westbound 41 55 55 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ___--- ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ -__--- --_--- ------ -----_ Northbound 2700 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn Southbound 1500 3400 0 ------ ___--- -__--- ------ ------ Northbound 14.5% 36.2% 0.0% Southbound 6.7% 42.1 % 0.0% Eastbound 1 1.9% 7.1% 0.0% Westbound 2.7% 3.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : COLLEGE BLVD. BUILDOUT PROJECTION EW: ELMAVE. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 459 971 101 I I I <--' v I--> A 021 A 170 ---- '1 0 Le_-_ 55 2 2 e---- 55 186 ----, 0 1 ,---- 41 56 _____ V V 2 2 0 <--, ,--> i I I 391 1154 76 I North LANE GROUP CAPACITY Len Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Len Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 14.5% 36.2% 0.0% Southbound 6.7% 42.1 Oh 0.0% Eastbound 11.9% 7.1 Oh 0.0% Westbound 2.7% 3.2% 0.0% EFFlCl EN CY LOST FACTOR CAPACITY UTILIZATION 0.1 81.6Oh Percent Utilization LNEL OF SERVICE ---- > D I INTERSECTION CAPACIW UTILIZATION MODEL N S: FARADAY AVE. BUILDOUT PROJECTION EW: COLLEGE AVE. AM PEAK I 1 I 1 I I P s I 3 1 D) 1 I I 8 1 8 TRAFFIC VOLUMES Len Thru Right (Vehicles par Hour) Turn Turn Northbound 472 96 34 Southbound 62 443 239 Eastbound 44 406 246 Westbound 92 899 98 ------ _____- ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ ------ ------ ------ ------ -__-__ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ___-__ _---__ ---_-- ------ ------ Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn 17.5Oh 3.8% 0.0% Northbound Southbound 4.1% 20.1 Oh 0.0% Eastbound 2.9% 19.2% 0.W Westbound 6.1 % 29.3% 0.0% ------ ------ ------ ------ ------ INTERSECTION CAPACITY UTILIZATION MODEL NS : FARADAY AVE. BUILDOUT PROJECTION EW : COLLEGE AVE. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 239 443 62 I 1 I <--' v I--> 0 2 1 44 ---- '1 0 I--__ 98 246 ---- $0 1 ,---- 92 2 2 <---- 899 406 _____ V V 2 2 0 <--, ,--> I I I 472 96 34 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- -____ _-- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- _---- ----- _-- ----- Northbound 17.5Oh 3.8% 0.0% Southbound 4.1 Oh 20.1 Oh 0.0% Eastbound 2.9% 19.2% 0.0% Westbound 6.1 Oh 29.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 79.8% Percent Utilization LEVEL OF SERVICE ---- > C I INT€RS€GTION GAPAGlTY UTtllZATlON MODEL NS: FARADAY AVE. BUILDOUT PROJECTION EW: COLLEGE AVE. PM PEAK I 1 I 1 Westbound 48 625 57 8 1 i I i l i 8 P I I I E I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 249 151 190 Southbound 94 21 1 55 Eastbound 24 703 186 --___- -----_ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 1 1 0 0 0 Southbound 1 0 1 1 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ -_____ ------ ------ ------ Northbound 9.2% 10.0% 0.0% Southbound 6.3% 7.8% 0.0% Eastbound 1.6% 26.1 Oh 0.0% Westbound 3.2% 20.1 Oh 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : FARADAY AVE. BUILDOUT PROJECTION EW : COLLEGE AVE. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 55 211 94 I I--> 0 2 1 24 __-- '1 0 I---- 57 703 _____ 2 2 e---- 625 186 ---- .o 1 ,---- 48 I I <--I V V V 2 2 0 <--, ,--> A I I I 249 151 190 I A North LANE GROUP CAPAClPl Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 ----- ----- ----- --- ----- Northbound 2700 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 9.2Oh 10.0% 0.0% Southbound 6.3% 7.8% 0.0% Eastbound 1.6% 26.1 Oh 0.0% Westbound 3.2% 20.1 Oh 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION 56.4% Percent Utilization LEVEL OF SERViCE ---- > A E 1 1 U R Westbound 0 0 0 1 I I I 1 I I 1 E I I lr 1 I INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW : FARADAY AVE AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 560 1520 0 Southbound 0 2353 1975 Eastbound 260 0 73 -__--- ------ ------ ------ ------ INTERSECTION GEOMETRY T TR R LR LTR (Number of Lanes) L LT Default Capacity 1800 1800 2000 2000 1800 1800 1800 -_____ ------ ------ ------ ------ ------ ------ Northbound 2 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Eastbound 2 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 LANE GROUP CAPACITY Left Thru Right Turn (VPH of Green) Turn ___--_ --_--- ------ ------ ------ Northbound 3240 6000 0 Southbound 0 6000 0 Eastbound 3240 0 1800 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn __---_ --___- _____- __-__- ------ Northbound 17.3% 25.3% 0.0% Southbound 0.0% 72.1 Oh 0.0% Eastbound 8.0% 0.0% 4.7 Oh Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW: FARADAYAVE AM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 1975 2353 0 I I--> I 1 <--' v 0 3 0 A 260 ---- '2 0 '---- 0 0 0 <---- 0 73 ---- ,1 0 ,---- 0 0 ----- V V 2 3 0 e--, ,--> I I I 560 1520 .o I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1800 2000 1800 Northbound 3240 6000 0 Southbound 0 6000 0 Eastbound 3240 0 1800 Westbound 0 0 0 _---_ _---- __-_- --- ----- ----- ----- ----- --- ----- VOLUMECAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 17.3% 25.3% 0.0% South bound 0.0% 72.1 Oh 0.0% Eastbound 8.0% 0.0% 4.1% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 107.4% Percent Utilization LEVEL OF SERVICE ----> F I 1 1 1 B Westbound 0 0 0 s I # I a I t 1 1 1 I I tNTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BU ILDOUT PROJECTION EW : FARADAY AVE PM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 157 261 8 0 Southbound 0 1471 429 Eadbou nd j446 0 21 3 -_---- ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 2 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Eastbound 2 0 0 0 1 0 0 Westbound 0 0 0 0 0 0 0 ------ _____- -____- --___- ------ ---__- ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---- ------ ------ ------ ------ Northbound 3240 6000 0 Southbound 0 6000 0 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn Eastbound 3240 0 1800 m _----- ------ ------ ------ ------ Northbound 4.8% .43.6% 0.0% Southbound 0.0% 31.7% 0.0% East bound 44.6% 0.0% 11 3% Westbound 0.0% 0.0% 0.0% m INTERSECTION CAPACITY UTILIZATION MODEL NS ; MELROSE AVE BUILDOUT PROJECTION EW : FARADAY AVE PM PEAK-HEAVY DEMAND INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 429 1471 0 I I--> I I e--' V 0 3 0 0 ----- 0 0 <---- 0 213 ----, 1 0 ,--__ 0 A A 1446 ----I 2 0 '---_ 0 V V 2 3 0 e--* ,--> I I I 157 2618 0 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- --..-- Default Capacity 1800 2000 1800 ----- _--__ --___ --_ ----- Northbound 3240 6000 0 Southbound 0 6000 0 Eastbound 3240 0 1 800 Westbound 0 0 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ---_- ----- ----- --- ----- Northbound 4.8% 43.6% 0.0% Southbound 0.0% 31.7% 0.0% Eastbound 44.6% 0.0% 11.8% Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION Percent Utilization 98.3% LEVEL OF SERVICE ---- > E I INTERSECTION CAPACllY UTI LlZATl ON NS : MELROSE AVE BUILDOUT PROJECTION EW : CARRILLO WAY AM PEAK B E Q I s -I I 1 I I I 1 IE 1 1 E E 1 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 559 1698 0 Southbound 0 643 847 Eastbound 632 0 67 Westbound 0 0 0 ---___ ------ ------ -----_ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 0 0 2 0 0 Westbound 0 0 0 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ -..---- Northbound 2700 5100 0 Southbound 2700 5100 0 Eastbound 2700 0 2700 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ --_--- -----_ ------ Northbound 20.7% 33.3% 0.0% Eastbound 23.4% 0.0% 2.5% Westbound 0.0% 0.0% 0.0% South bound 0.0% 29.2% 0.0oi INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : CARRILLO WAY AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY a47 643 0 I I <--' V I '--> 0 3 0 A * 632 ---- '2 0 I---- 0 0 ----- 0 0 <---- 0 67 ---- .2 0 ,---- 0 V V 2 3 0 <--, ,--> * I I I 559 1698 0 I * North LANE GROUP CAPACIlY Left Thru Right Turn Turn ___-- - ---- ----- --- - ---- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 0 2700 Westbound 0 0 0 ----- ----- ----- --- ----- VOLUMEEAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 20.7% 33.3% 0.0% Southbound 0.0% 29.2% 0.0% Eastbound 23.4% 0.0% 2S0h Westbound 0.0% 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 83.3% Percent Utilization LEVEL OF SERVICE ---- > D I INTERSECTIUN CAPACIN UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION 1 1 I I Westbound 0 0 0 I .I I I I @ I I 1 E 1 I 1E 4 EW : CARRILLO WAY PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 134 1059 0 Southbound 0 1352 635 Eastbound 363 0 855 __-_-_ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 2 0 2 1 0 0 0 Eastbound 2 0 0 0 2 0 0 Westbound 0 0 0 0 0 0 0 _---__ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __--__ __---- ------ ------ ------ Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 0 2700 Westbound 0 0 0 VOLUMECAPACITY RATlO Left Thru Right Turn Turn ___^__ ___--- ------ ------ ------ Northbound 5.0% 20.8W 0.0% Southbound 0.0% 39.0% 0.0% Eastbound 13.4% 0.0% 31.7Oh Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW : CARRILLO WAY PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 635 1352 0 I I--> I I <--I v 0 3 0 363 ---- '2 0 I---- 0 0 ----- 0 0 e---- 0 0 855 ----, 2 0 ---- V V 2 3 0 <--, ,--> I I I 134 1059 0 I A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 2700 5100 0 Eastbound 2700 0 2700 Westbound 0 0 0 ----- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 5.0% 20.8% 0.0% Southbound 0.0% 39.0°h 0.0% Westbound 0.0% 0.0% 0.0% Eastbound 13.4% 0.0% 31.7Oh EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 85.6% Percent Utilization LEVEL OF SERVICE ---- > D 1 INTERSECTION CAPACIN UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW: ALGAROAD AM PEAK I 1 1 I Westbound 0 0 0 1 1 I 1 I t 1. i 1 1 1 1 I 1 TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 625 1606 0 South bound 0 652 160 Eastbound 39 1 0 354 ------ ------ ------ _----- -_____ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 ------ --__-- -----_ _----- -----_ ------ ____-- Northbound 2 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Eastbound 2 0 0 0 2 0 0 Westbound 0 0 0 0 0 0 0 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ---_-- ------ _----- ------ Northbound 2700 5100 0 Southbound 0 5100 0 Eastbound 2700 0 2700 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn -_____ ____-- -_-___ _----- ------ Non h bou nd 23.1 Oh 31.5% 0.0% Southbound 0.0% 15.9% 0. ow Westbound 0.0% 0.0% 0.0% Eastbound 14.5% 0.0% 13.1% INTERSECTION CAPACITY UTILIZATION MODEL NS ! MELROSE AVE BUILDOUT PROJECTION EW: ALGAROAD AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 160 652 0 I I--> I I <--I v 0 3 0 391 ----' 2 0 '---- 0 0 ----- 0 0 e---- 0 354 ---- ,2 0 ,---- 0 A V V 2 3 0 <--, ,--> A I I I 625 1606 0 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 2700 51 00 0 Southbound 0 51 00 0 Eastbound 2700 0 2700 Westbound 0 0 0 ----- ----- ----- --- ----- ----- ----- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 23.1 Oh 31.5% . 0.0% Southbound 0.0% 15.9% 0.0% Eastbound 14.5% 0.0% 13.1% WWbound 0.0Oh 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 63.6Oh LEVEL OF SERVICE ---- > B I !-I 8 I 1 I ;I I I 1 I t 1 1 1 !I I I INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE BUILDOUT PROJECTION EW: ALGAROAD PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 484 1015 0 Southbound 0 1288 298 Eastbound 1 29 0 600 Westbound 0 0 0 ------ ------ ------ ------ ---_-- INTERSECTION GEOMETRY (Number of Lanes) 1 IT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 2 0 3 0 0 0 0 Southbound 0 0 2 1 0 0 0 Eastbound 2 0 0 0 2 0 0 Westbound 0 0 0 0 0 0 0 _____- -____- ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---_-- ------ ------ ------ ------ Northbound 2700 5100 0 Southbound 0 51 00 0 Eastbound 2700 0 2700 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ___--- _____- _____- ---_-_ ------ m Northbound 17.9% 19.9% 0.0% Southbound 0.0% 31.1% 0.0% Eastbound 4.8% 0.0% 22.2% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : MELROSE AVE BUILDOUT PROJECTION EW: ALGAROAD PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 298 1288 0 I I I <--I v 4--> 0 3 0 129 ---- '2 0 I---- 0 0 ----- 0 0 <---- 0 600 ----, 2 0 ,---- 0 A V V 2 3 0 <--, ,--> I I I 484 1015 0 I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn _____ ----- ----- --- ---- - Default Capacity 1500 1700 1500 __--- ----- ----- --- ----- Northbound 2700 5100 0 Southbound 0 51 00 0 Westbound 0 0 0 Eastbound 2700 0 2700 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 17.9% 1 9.9% 0.0% Southbound 0.0% 31.1% 0.0% Eastbound 4.8% 0.0% 22.2% Westbound 0.0% O.OO? 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 81.2% LEVEL OF SERVICE ----> D I I- I 1 I I I I I I I s II 1 I 8 1 I INTERSECTION CAPACITY UTILIZATION NS : MELROSE AVE. BUILDOUT PROJECTION EW : LA COSTA AVE. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 0 0 0 Southbound 0 0 149 Eastbound 7e 0 0 _____- --____ ------ ------ ___-__ e Westbound 0 0 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 0 0 0 0 0 Southbound 0 0 0 0 2 0 0 Eastbound 2 0 0 0 0 0 0 Westbound 0 0 0 0 0 0 0 -____- ---___ ----__ _----- ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -____- --____ ----__ _----- ___--- Northbound 0 0 0 Southbound 0 0 2700 Westbound 0 0 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn Eastbound 2700 0 0 ------ ------ ------ ------ ------ Northbound 0.0% 0.0% 0.0% Southbound 0.0% 0.OOh 5.5% Eastbound 2.9% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : MELROSE AVE. EW : LA COSTA AVE. AM PEAK B U I LDOUT PROJ ECTl ON INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 149 0 0 I I--> I I <--I V 2 0 0 A A 0 I---- 0 0 ---- ,o 0 ,____ 0 0 <---- 0 78 ---- '2 0 0 ----- V V 0 0 0 e--, A ,--> I I I 0 0 0 I North LANE GROUP CAPACIN Left Thru Right Turn Turn ___-_ ----- ----- --- ---- - Def au I t Capacity 1500 1700 1500 ___-_ ----- ----- --- ----- Northbound 0 0 0 Southbound 0 0 2700 Eastbound 2700 0 0 Westbound 0 0 0 VOLUMWCAPACIN RATIO Left Thru Right Turn Turn ----_ ----- ----- --- ----- Northbound 0.0% 0.0% 0.0% Southbound 0.0% 0.0% 5.5% Eastbound 2.9% 0.0% 0.0% Westbound 0. OOh 0.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION 18.4% Percent Utilization LNEL OF SERVICE ---- > A I lNTERSECTION CAPACITY UTILIZATIOPJ NS : MELROSE AVE. BUILDOUT PROJECTION EW : LA COSTA AVE. PM PEAK I 1 1 I 1 8 1 I 1 I B I I 1 8 I 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ --__-- ------ ------ ------ Northbound 0 0 0 Southbound 0 0 158 Eastbound 116 0 0 Westbound 0 0 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 0 0 0 0 0 0 0 Southbound 0 0 0 0 2 0 0 Eastbound 2 0 0 0 0 0 0 Westbound 0 0 0 0 0 0 0 ______ ------ _____- ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 0 0 0 Southbound 0 0 2700 Eastbound 2700 0 0 Westbound 0 0 0 VOLUME/CAPACITY RATIO Left Thru Right Turn Turn ------ ___-__ ------ ------ ------ Northbound 0.0% 0.0% 0.OOh Southbound 0.0% 0.0% 5.9% Eastbound 4.3% 0.0% 0.0% Westbound 0.0% 0.0% 0.0% INTERSECTION CAPACIW UTILIZATION MODEL NS : MELROSE AVE. BUILDOUT PROJECTION EW : LA COSTA AVE. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 158 0 0 I I I '--> 2 0 0 116 ----' 2 0 I---- 0 0 ----- 0 0 <---- 0 0 ---- ,o 0 ,---- 0 <--I v V V 0 0 0 <--, * ,--> I I I * 0 0 0 I North LANE GROUP CAPACIN Left Thru Right Turn Turn _____ ----- _---- --- ----- Default Capacity 1500 1700 1500 Northbound 0 0 0 Southbound 0 0 2700 Eastbound 2700 0 0 Westbound 0 0 0 ____- ----- ----- --- ----- VOLUMElCAPAClfi RATIO Left Thru Right Turn Turn __--- ----- ----- --- ----e Northbound 0.0% 0.0% 0.0% Southbound 0.0% 0.0% 5.9% Eastbound 4.3% o.o%J 0.0% Westbound 0.0% 0.0% 0.OOh EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 20.1 Oh Percent Utilization LEVEL OF SERVICE ---- > A I INTERSECTION CAPACITY UTILIZATION MODEL N: SAXONY RD. BUILDOUT PROJECTION Ew: LA COSTA AVE. AM PEAK I I I 1 Westbound 110 1770 0 I I i I 8 s D I 1 1 I 1 I u TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 238 0 72 Southbound 0 0 0 Eastbound 0 960 87 ------ ------ ------ -_____ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ _____- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -____- ------ ------ ------ ------ Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 VOLUMHCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ North bound 15.9% 0.0% 4.8% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 30.8% 0.0% Westbound 7.3% 52.1 % 0.0% - INTERSECTION CAPACITY UTILIZATION MODEL NS : SAXONY RD. BUILDOUT PROJECTION EW : LA COSTA AVL AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 0 0 I--> 0 0 0 0 ---- '0 0 I_--_ 0 960 ----- 2 2 <---- 1770 87 ---- ,o 1 ,---- 110 I I I c--' v A V V 1 0 1 C--, ,. ,--> I I I 238 0 72 I North LANE GROUP CAPACITY Left Thru Right Turn Turn __-__ -__-- ---_- --- ----- Default Capacity 1500 1 700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 _--__ ___-- ----- --- ----- VOLUMUCAPACITY RATIO Left Thru Right Turn Turn --.-- ----- ----- --- ----- Northbound 15.9% 0.0% 4.8% Southbound 0.0% 0.0% 0.0% Westbound 7.3% 52.1 Oh 0.0% Eastbound 0.0% 30.8% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACIN UTILIZATION 77.9% Percent Utilization LEVEL OF SERVICE ---- > C I I 1 1 1 I 8 I 1 8’ 1 I 8 R 8 1 1 1 1 INTERSECTION CAPACITY UTILIZATION MODEL N: SAXONY RD. BUILDOUT PROJECTION Ew. LA COSTA AVE. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 153 0 106 Southbound 0 0 0 Eastbound 0 1216 206 Westbound 161 1772 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 South bound 0 0 0 0 0 0 0 Eastbound 0 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ____-_ ---___ ___--- ____-- __-_-- -_____ ---__- LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ____-- ------ --_--- ------ ------ Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ____-- ------ -__--- ------ ------ Northbound 10.2% 0.0% 7.1 % Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 41.8% 0.0% Westbound 10.7% 52.1 Oh 0.0% INTERSECTION CAPACIN UTILIZATION MODEL NS : SAXONY RD. BUI LDOUT PROJECTION EW : LA COSTA AVE. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 0 0 I I--> 0 0 0 0 ----' 0 0 I__-- 0 1216 ----- 2 2 <---- 1772 206 ---- ,o 1 ,---- 161 I I <--I V 1 V V 1 0 1 <--, ,--> I I I A A I 153 0 106 North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 3400 0 _--_- __--_ ----- _-- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn _-__- __--_ ----- --- ----- Northbound 10.2% 0.0% 7.1°h Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 41.8% 0.0% Westbound 10.7% 52.1% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 72.8% Percent Utilization LEVEL OF SERVICE ---- > C 1 INTERSECTION CAPACIN UTILIZATION MODEL N: CAMINO DE LAS COCHES BUILDOUT PROJECTION Ew: LA COSTA AVE. AM PEAK I 1 1 8 1 I i I E 4 I I 1 1 1 8 1 I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Tu m ------ ------ ------ ^----- --___- Northbound 20 0 18 Southbound 0 0 0 Eastbound 0 7 59 Westbound 80 103 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 1 1 0 0 0 Westbound 1 0 1 0 0 0 0 ------ -_---- ------ -_---- ------ ------ ___--_ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ---__- __---- --_--- ------ ---__- Northbound 1500 0 1500 Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 1700 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ -_--_- --_--- ------ ------ Northbound 1.3% 0.0% 1.2% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 1.9% 0.0% Westbound 5.3% 6.1 Oh 0.0% INTERSECTION CAPACITY UTILIZATION MODEL CAMINO DE LAS COCHES NS : Ew : LA COSTA AVE. AM PEAK B U I LDOUT PROJ ECTl ON INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 0 0 *--> 0 0 0 0 ---- '0 0 I---- 0 7 ----- 2 1 e---- 103 59 ----, 0 1 ,---- 80 I I I <--I v A V V 1 0 1 c--, ,--> I I I A 20 0 18 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- - ---- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 0 1500 ----- ----- - ---- --- ----- Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 1700 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 1.3% 0.0% 1.2% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 1 3% 0.0% Westbound 5.3% 6.1% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 18.6Oh Percent Utilization LEVEL OF SERVICE ---- > A I I I I 8 Westbound 40 1 05 0 I I ID I I I 1 1 I I 1 I 1 1 INTERSECTION CAPACITY UTILIZATION MODEL N: CAMINO DE LAS COCHES BUILDOUT PROJECTION EW: LA COSTA AVE. PM PEAK TRAFFIC VOLUMES Len Thru Right (Vehicles per Hour) Turn Turn Northbound 53 0 66 Eastbound 0 30 94 ------ ------ ------ ------ ------ Southbound 0 0 0 INTERSECTION G EOMnRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 0 0 1 0 0 Southbound 0 0 0 0 0 0 0 Eastbound 0 0 1 1 0 0 0 Westbound 1 0 1 0 0 0 0 ------ ------ ------ ------ ------ -___-- -___-- LANE GROUP CAPACITY Len Thru Right Turn Turn (VPH of Green) ------ ------ ------ ------ ------ Northbound 1500 0 1500 Eastbound 0 3400 0 Westbound 1500 1700 0 VOLUMUCAPACIW RATIO Left Thru Right Turn Turn Southbound 0 0 0 ------ ------ ------ ------ ------ Northbound 3.5% 0.0% 4.4% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 3.6% 0.0% Westbound 2.7% 6.2% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : GAMIN0 DE VIS COCHES BUILDOUT PROJECTION EW : LA COSTA AVE. PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 0 0 I I--> I I <--I v A 000 0 ---- '0 0 .---- 0 30 _____ 2 1 <---- 105 94 ---- ,o 1 ,---- 40 V V 1 0 1 <--, ,--> I I I A 53 0 66 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 0 1500 ____- ----- ----- --- ----- Southbound 0 0 0 Eastbound 0 3400 0 Westbound 1500 1700 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 3.5% 0.0% 4.4% Southbound 0.0% 0.0% 0.0% Eastbound 0.0% 3.6% 0.0% Westbound 2.7% 6.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 20.7% Percent Utilization LEVEL OF SERVICE ---- > A I I I I 1 I 1 I I I 1 I I I I 1 1 1 I lNTERSECTlON CAPACIJY UTILIZATION MODEL NS : EL FUERTE ST BUILDOUT PROJECTION EW: ALGARD. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ____-- ------ ------ ------ ------ Northbound 32 146 53 Southbound 9 22 11 Eastbound 21 1 604 6 Westbound 13 464 41 3 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 1 1 0 0 0 Westbound 1 0 1 1 0 0 0 ______ ------ _--__- ------ ___--_ ------ ------ LANE GROUP CAPACIJY Left Thru Right (VPH of Green) Turn Turn ___--_ ------ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ___--_ ------ ------ ------ ------ Northbound 2.1 Oh 11.7% 0.0% Southbound 0.6% 1.9% 0.0% Eastbound 14.1% 17.9% 0.0% Westbound 0.9% 25.8% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST BUILDOUT PROJECTION EW: ALGARD. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 11 22 9 I I--> 0 1 1 I I <--I v A 211 ----' 1 0 I---- 41 3 604 _____ 2 2 <---- 464 6 ____ ,o 1 ,---- 13 V V 1 1 0 <--, ,--> I I I A 32 146 53 I North LANE GROUP CAPACITY Left Thru Right Turn Turn __--- ----- ----- --- ----- Default Capacity 1500 1700 1500 ____- ----- ----- --- ----- Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 2.1 Oh 11.7% 0.0% Southbound 0.6Oh 1.9% 0.0% Eastbound 14.1% 17.9% 0.0% Westbound 0.9% 25.8% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 62.2% Percent Utilization LEVEL OF SERVICE ---- > B I I I I I 1 1 I I I I I 8 I I I 1 I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST BUILDOUT PROJECTION EW: ALGARD. PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 12 40 26 Southbound 341 77 250 Eastbound 6 439 22 Westbound 39 662 11 ------ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 i I 0 0 0 Westbound 1 0 1 1 0 0 0 -__--- _----_ ------ ___--_ _--___ -____- ___-__ LANE GROUP CAPACIN Left Thru Right (VPH of Green) Turn Turn -____- _---_- --__-- _----_ ---__- Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ -----_ ------ Northbound 0.8% 3.9% 0.0% Southbound 22.7% 19.2% 0.0% Eastbound 0.40! 1 3.6% 0.0% Westbound 2.6% I 9.8% 0.0% INTERSECTION CAPACIlY UTILIZATION MODEL NS : EL FUERTE ST BUlLbOUT PROJECTION EW: ALGARD. PM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 250 77 341 1 I--> I I <--' V 0 1 1 6 ____ '1 0 I---- 11 2 2 <---- 662 22 ---- ,o 1 ,---- 39 439 ----- V V 1 1 0 <--, ,--> A I I I A 12 40 26 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMEKAPACITY RATIO Left Thru Right Turn Turn ___-- ----- - ---- __- ----- Northbound 0.8% 3.9% 0.00h Southbound 22.7% '19.2% 0.0% Eastbound 0.4Oh 13.6% 0.0% Westbound 2.6% 19.8% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 56.8% Percent Utilization LEVEL OF SERVICE ---- > A I I I I INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST BUILDOUT PROJECTION EW : CARRILLO WAY AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 49 820 24 Southbound 0 48 25 Eastbound 75 660 9 I Westbound 19 1305 98 ---___ ------ -_____ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 Southbound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ I I I I 1 I I I 1 I I I 1 1 LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACJTY RATIO Left Thru Right Turn Turn --____ ------ ------ ------ ------ Northbound 3.3% 24.8% 0.0% Southbound 0.0% 2.1 Oh 0.0% Eastbound 5.0% 19.7% 0.0% Westbound 1.3% 41.3% 0.0% INTERSECTION CAPACIlY UTILIZATION MODEL NS ; EL FUERTE ST BUI LDOUT PROJ ECTION Ew : CARRILLO WAY AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 25 48 0 I I--> 0 2 1 75 ----' 1 0 I---- 98 ,o 1 ,---- 19 g ---- I I e--' v A A 660 _____ 2 2 <---- 1305 V V 1 2 0 <--, ,--> I I I * 49 820 24 I North LANE GROUP CAPACITY Left Thru Right Turn Turn Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ___-- --- ----- ----- ----- ----- --- _---- VOLUMOCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- __--- Northbound 3.3% 24.8% 0.0% Southbound 0.0% 2.1 Oh 0.0% Eastbound 5.0% 19.7% 0.0% Westbound 1.3% 41.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 81.1% Percent Utilization LEVEL OF SERVICE ----> D I INTERSECTION CAPACITY UTILIZATION MODEL NS ; EL FUERTE ST BUILDOUT PROJECTION EW : CARRILLO WAY PM PEAK I I I I Westbound 46 658 33 I I I I I 1 1 I I I I 1 I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 12 79 27 Southbound 0 699 198 ------ ------ ------ ------ --____ Eastbound 71 1254 54 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Def au It Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 2 0 0 0 0 South bound 1 0 2 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right Turn (VPH of Green) Turn ------ ------ ------ ------ ------ Northbound 1500 3400 0 Southbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.8% 3.1% . 0.0% Southbound 0.0% 26.4% 0.0% Eastbound 4.7% 38.5% 0.0% Westbound 3.1% 20.3% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : EL FUERTE ST BUILDOUT PROJECTION EW : CARRILLO WAY PM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 198 699 0 I I--> I I <--I v 0 2 1 71 ____ '1 0 I---- 33 1254 ----- 2 2 <---- 658 54 ---- ,o 1 ,---- 46 V V 1 2 0 C--, ,--> I I I A 12 79 27 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ---- - ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 3400 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- Southbound 1500 3400 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Northbound 0.8% 3.1 oh 0.0% Southbound 0.OOh 26.4% 0.0% Eastbound 4.7% 3a.5% 0.0% Westbound 3.1 oh 20.3% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 78.7% Percent Utilization LEVEL OF SERVICE ---- > C 8 INTERSECTION CAPACITY UTILIZATION MODEL NS : TAMARACK AVE. BUILDOUT PROJECTION I II E I Westbound 326 516 0 a 1 I I I I I II I I 1 I I I €W ; CARLSBAD VILLAGE DR. AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn ------ ------ ------ ------ ------ Northbound 9 0 157 Southbound 0 33 0 East bound 0 178 0 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 _----_ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn -----e ------ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 0.6% 9.2% . 0.0% Southbound 0.0% 1.9% 0.0% Eastbound 0.0% 5.2% 0.0% Westbound 21.7% 15.2Oh 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : TAMARACK AVE. BUILDOUT PROJECTION EW : CARLSBAD VILLAGE DR. AM PEAK INTERSECTION TURNING MOVEMENTS / LANE GEOMETRY 0 33 0 '--> 0 1 1 0 ---- '1 0 I---- 0 178 _____ 2 2 <---- 51 6 0 ---- $0 1 ,---- 326 I I I e--' v A * V V 1 1 0 <--, ,--> 1 I I 1 9 0 157 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- --_-- ----- __- ---__ Default Capacity 1500 1700 1 so0 Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 ----- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn _---- --___ ----- __- ---__ Northbound 0.6% 9.2% 0.0% Southbound 0.0% 1.9% 0.0% Eastbound 0.0% 5.2% 0.0% Westbound 21.7% 15.2% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 46.2% LEVEL OF SERVICE ---- > A U INTERSECTION CAPACITY UTILIZATION MODEL NS : TAMARACK AVE. BUILDOUT PROJECTION EW : CARLSBAD VILLAGE DR. PM PEAK 1 1 I 1 1 t I 1 a E 1 1 I I I I I I TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 34 0 190 Southbound 0 14 0 Eastbound 0 306 0 Westbound 231 600 0 __-___ __--__ ------ __---_ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Def au It Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ---__- ----_- ----__ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn _--__- ------ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEICAPACITY RATIO Left Thru Right Turn Turn ______ __-___ ------ ------ ------ Northbound 2.3Oh 11.2% 0.0% Southbound 0.0% 0.8% 0.0% Eastbound 0.0% 9.0% 0.0% Westbound 15.4% 17.6% 0.0% INTERSECTION CAPACITY UTILIZATION MODEL NS : TAMARACK AVE. BUILDOUT PROJECTION EW : CARLSBAD VILLAGE DR. PM PEAK INTERSECTION TURNING MOVEMENTS 1 LANE GEOMETRY 0 14 0 I '--> 0 1 1 0 ---- '1 0 I---- 0 2 2 e---- 600 0 ---- ,o 1 ,---- 231 I I <--I v A 306 _____ V V 1 1 0 <--, ,--> A I I I A 34 0 190 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 -_--- ----- ----- --- ----- VOLUM UCAPACITY RATIO Left Thru Right Turn Turn ----- ----- ----- --- ----- Nort hbou nd 2.3% 11.2% 0.0% Southbound 0.0% 0.8% 0.0% Westbound 15.4% 17.6% 0.0% Eastbound 0.0% 9.0% 0,0016 EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 45.6% LEVEL OF SERVICE ---- > A I INTERSECTION CAPACIN UTILIZATION MODEL NS : MARRON ROAD BUILDOUT PROJECTIONS I m 1 & I 1 I I # I # 'I. I I I 3 6 I EW : JEFFERSON STREET AM PEAK-HEAVY DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 175 81 0 South bound 473 126 444 Eastbound 151 75 67 Westbound 0 116 237 ----__ ------ ------ ------ ------ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 ------ ------ ------ ------ ------ ------ ------ Northbound 1 0 2 0 0 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 LANE GROUP CAPACITY Left Thru Right WPH of Green) Turn Turn ----__ ------ ------ ------ ------ Northbound 1800 4000 0 Southbound 3240 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 0 VOLUMUCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 9.7% 2.0% 0.0% Southbound 14.6% 14,3% 0.0% Eastbound 8.4% 7.1 O/o 0.0% Westbound 0.0% 1 7.7% 0. OO! 02/28/91 I 1. 2 z T 1 B 1 1 9 II 1 8 c I LEVEL OF SERVICE ---- > B I R INTERSECTION CAPACITY UTILIZATION MODEL NS : MARRON ROAD BUILDOUT PROJECTIONS EW : JEFFERSON STREET AM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 444 126 473 I I--> I I <--I V A 022 A 151 ---- '1 0 I---- 237 75 ----- 1 1 <---- 116 67 __-_ .o 1 ,---- 0 V V 1 2 0 e--, ,--> I I I 175 81 0 I A A North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- _---- Default Capacity 1800 2000 1800 Northbound 1800 4000 0 Southbound 3240 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 0 ___-- --_-- ----- --- ----- VOLUMEEAPACITY RATIO Left Thru Right Turn Turn m ----- ----- ----- --- ----- Northbound 9.7% 2.0% 0.0% Southbound 14.6% 14.3% 0.0% Eastbound 8.4% 7.1Oh 0.0% Westbound 0.0% 17.7% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION Percent Utilization 60.0% n li INTERSECTION CAPACITY UTILIZATION MODEL NS ; MARRON ROAD BUILDOUT PROJECTIONS 1 1 I t 1 3 1 1 t I 0 i 5 11 E 1 Y Ew : JEFFERSON STREET PM PEAK-HEAW DEMAND TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn -_---_ ---__- ___--- -----_ -___-- North bound 142 40 0 Eastbound 152 87 26 Southbound 451 244 275 Westbound 0 355 582 INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1800 1800 2000 2000 1800 1800 1800 Northbound 1 0 2 0 0 0 0 Southbound 2 0 2 0 0 0 0 Eastbound 1 0 1 0 0 0 0 Westbound 1 0 1 0 0 0 0 ------ ---__- ------ ------ ------ ------ ------ fi LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1800 4000 0 Southbound 3240 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 0 VOLUMWCAPACITY RATIO Left Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 7.9% 1.0% 0.0% Southbound 13.9% 13.0% 0. OO! Eastbound 8.4Oh 5.7% 0.0% Westbound 0.0% 46.9% 0.0% 02/28/91 # I I 1 I 2 I 1 11 1 1 f 5 Ili b 1 c r t INTERSECTION CAPACITY UTILIZATION MODEL NS : MARRON ROAD BUILDOUT PROJECTIONS EW : JEFFERSON STREET PM PEAK-HEAW DEMAND INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 275 244 451 I I I <--I v I--> 0 2 2 152 ---- '1 0 I---- 582 87 --e-- 1 1 e---- 355 26 ____ .o 1 ,---- 0 A A V V 1 2 0 <--, ,--> I I I 142 40 0 I 0. 0. North u LANE GROUP CAPACITY Left Thru Right Turn Turn - ---- _---- ___-- --- ----_ Default Capacity 1800 2000 1800 Northbound 1 800 4000 0 Southbound 3240 4000 0 Eastbound 1800 2000 0 Westbound 1800 2000 0 -__-- ----- ----- --- ----- VOLUMWCAPACITY RATIO Left Thru Right Turn Turn _____ _-_-- ----- --- ----- Northbound 7.9% 1 .O% 0.0% Southbound 13.9% 13.0°h 0. OOh Eastbound 8.4% 5.7% 0.0% Westbound 0.0% 46.9% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTI LlZATl ON Percent Utilization 86.2% LEVEL OF SERVICE ---- > D B I 11 1 1 1 I 3 t 1j t I 9 E & I # II @ lNTERSECTlON CAPACITY UTILIZATION MODEL NS : MONROE STREET BUILDOUT PROJECTIONS EW : MARRON STREET AM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 70 1 74 21 6 Southbound 168 120 0 Eastbound 0 155 38 Westbound 404 186 358 _----_ ------ ------ ------ ----__ INTERSECTION GEOMETRY (Number of Lanes) L LT T TR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACITY Left Thru Right (VPH of Green) Turn Turn __---- _----_ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMEYCAPACITY RATIO Left Thru Right Turn Turn -_---- ------ ------ ------ ------ Northbound 4.7% 22.9% 0.0% Southbound 1 1.2% 7.1 Oh 0.0% Eastbound 0.0% 5.7% 0.0% Westbound 26.9Oh 1 6.0°16 0.0% 10/05/90 INTERSECTION CAPACITY UTILIZATION MODEL NS : MONROE STREET BU I LDOUT PROJ ECTl ONS EW : MARRON STREET AM PEAK INTERSECTION TURNING MOVEMENTS I LANE GEOMETRY 0 120 168 I I--> 0 1 1 0 ---- '1 0 I---- 358 155 ----_ 2 2 e---- 186 38 ---- ,o 1 ,---- 404 I I e--' v 1 A V V 1 1 0 e--, ,--> I I I * 70 174 216 I North LANE GROUP CAPACITY Left Thru Right Turn Turn ----- ----- ----- --- ----- Default Capacity 1500 1700 1500 Northbound 1500 1700 0 Southbound 1500 1700 0 East bound 1500 3400 0 Westbound 1500 3400 0 --__- _--_- ----- --- ----- VOLUMWCAPACITY RATIO Lett Thru Right Turn Turn ----- ----- ---- - --- ----- Northbound 4.7Oh 22.9% 0.0% Southbound - 11.2% 7.1 Oh 0.0% Eastbound 0. OOh 5.7% 0.0% Westbound 26.9% 16.0% 0.0% EFFICIENCY LOST FACTOR 0.1 CAPACITY UTILIZATION 76.8Oh Percent Utilization LEVEL OF SERVICE ---- > C INTERSECTION CAPACITY UTlLlZATlON MODEL c 1 6 i I 1 I 8 t IB ->- e .. NS : MONROE STREET BUILDOUT PROJECTlONS EW: MARRONSTREET PM PEAK TRAFFIC VOLUMES Left Thru Right (Vehicles per Hour) Turn Turn Northbound 22 167 203 Southbound 320 333 0 Eastbound 0 199 71 Westbound 321 161 407 ------ ------ ------ ------ ------ INTERSECTION GEOMl3RY (Number of Lanes) L LT TTR R LR LTR Default Capacity 1500 1500 1700 1700 1500 1500 1500 Northbound 1 0 1 0 0 0 0 Southbound 1 0 1 0 0 0 0 Eastbound 1 0 2 0 0 0 0 Westbound 1 0 2 0 0 0 0 ------ ------ ------ ------ ------ ------ ------ LANE GROUP CAPACIIY Lett Thru Right (VPH of Green) Turn Turn ------ ------ ------ ------ ------ Northbound 1500 1700 0 Southbound 1500 1700 0 Eastbound 1500 3400 0 Westbound 1500 3400 0 VOLUMECAPACITY wno Lett Thru Right Turn Turn ------ ------ ------ ------ ------ Northbound 1.5% 21.8% 0.0% Southbound 21.3% 19.6% 0.0% Eastbound 0.0% 7.M 0.0% Westbound 21.4% 16.7% 0.0% I I I c 1 e s IC 10105/90 INTERSECTION CAPACITY UTILIZATI NS : MONROE STREff I BUILDOUT PROJECTlONS EW : MARRON STREET PM FEAK INTERSECTION TURNING MOVE S I LANE GEOMETRY 0 333 320 I I--> 0 1 1 I I <--' v I 0 ---- '1 0 '---- 407 199 ----- 2 2 <---- 161 71 ---- ,o 1 ,---- 321 V V 1 1 0 <--, ,--> I I I A A 22 167 203 I North LANE GROUP CAPACITY Lett Thru Right Turn Turn _---- ----- ----- --- ----- Default Capacity 1500 1700 1500 1500 1700 0 1500 1700 0 3400 0 3400 0 __--- ----- - ---- --- ----- Left Thru Right Turn Turn ----- ----- ----- --- -e--- Northbound 1.5% 21.8% 0.0% Southbound 21.3% 19.6% 0.0% 21.4% - 16;7U 0.0% *e-.- 1_. ..-'. 0.0% 7:9?4l 0.00, -- FlClENCY LOST FACTOR 0.1 82.4% Percent Utilization INEL-OF SERVICE ---- > D s I c 8 1 I -1 I I I ?1 If I E II I 5 E ib I II 8 INTERSECTIONS Intersection Proiect Descriotion Estim - Co 1. Cannon Rd. - Interstate 5 Road and Ramp Widening $1,750 Signal Installation at Ramp termini direction 3. El Camino Real - Alga Road Add dual left turn signal $250,C modifications 4. El Camino Real - Cannon Road Add southbound right turn lane $130,C 5. E1 Camino Real - Camino Vida Roble Left turn lanes $32o,c 6. El Camino Real - Carlsbad Village Dr. Dual left on El Camino Real $320,c 7. El Camino Real - Faraday Ave. Dual left turn lanes on El $71 0,c 2 Cannon Rd - Paseo Del Norte Add one thru lane in each w5,a Camino - right turn lanes eastbound, westbound and southbound Add left turn, thru and right turn lanes on all legs - phased construction Close free right turn lane signal modification for dual lefts and left turn phasing. (reimburse Foote Development) 8. €I Camino Real - Palomar Airport Rd. Intersection reconstruction. $1,75( 9. El Camino Real - Tamarack Ave. $170,( 10. Faraday Ave. - Orion Street Traffic Signal $1 00,l 11. Faraday Ave. - College Blvd. Dual left turn northbound and 4 southbound Alreac const Dual left turn lanes $48091 12 Melrose Dr. - Alga Rd. northbound, southbound eastbound and westbound 13. Palomar Airport Road - College Bhrd. Dual left turn lane southbound $160, 14. Palomar Airport Road - Paseo Del Norte Dual left turns all legs $525, TOTAL $7,10 b' I NO. 1 ITEM DESCRIPTION 1 E:::!;; 'ITEM UNT UNIT 1 PRICE 1 /Mobilization 1 L s. $35.000 00 2 IClear and Grub I 1 I L.S. 3 Remove Curb and Gutter 4,000 L.F. 4 Embankment and Import aoO0 C.Y. 5 Curb and Gutter 4,000 LF 1 6 Asphalt Concrete 6" 48.000 S F. 7 Aggregate Base 12' 56,000 S F. I s 8 11 8 Stripe and Sign 1 L.S. 1 9 /Traffic Signals 2 Each IO /Traffic Control I L.S. 11 /Slope Plantmg and Irrigation 1 L.S. $5O,oOo 00 1 45.00 i $10.00 1 510.00 I $1 30 1 $1.45 1 49,000.00 I $100,000.00 $20.000.00 $100.000 00 SUBTOTAL. CONSTRUCTION 12 Designat 8% 13 Construction Ad=.& Inspection at 7% i 14 Contmgencies at 25% of Total E I 1 L.S. I 1 L.S. 1 1 L.S. i I - ___ L I I I INTERSTATE 5 I M ? 2 O'JEM EN TS: ADD LANE TO EACF RAMP AND iNSTALL SIGNALS AT RAhJP 4 ITEM DESCRIPTION IE;;%g,D 1 UNIT IT:: i LNIT I PRICE 1 i 2 \Clear andGrub ! 11 L s. 1 3 ]Remove Curb and Gutter 2000 1 L.F. 4 /Excavation and Export 4500 C.Y 5 Curb and Gutter, Type "G' 1000 L.F. 6 Asphalt Concrete Pavement (6') 12000 S.F. 7 Aggregate Base (12") 14000 S.F. 9 Signmg and Stripmg 1 L.S. 4 1 1 8 7.5' Concrete Driveway 1 L.S. 10 \Traffic Control 1 L.S. 11 Slope Plantmg and Irrigation 1 L.S. 12 Median Curb 500 L.F. I 13 Stamped Concrete 10800 S.F. 515.o0o00 1 $5 00 I s1000 1 $1000 I $1 30 1 $1.45 I 51,500.00 I 45,00000 1 $1.500 00 1 $20,000 00 I $1000 1 53 00 1 14 Design at 7% 15 16 Fbght-of-Way 17 Bght-of-Way Acquisiuon Costs 18 Contlngencies st 25% Construction Admxn. & Inspection at 8% B 1 L.S. 1 L.S. I L.S. 520.000 00 1 L.S. 6ooo SF. $15 00 L __ _- i N TE3 STATE 5 I I I : 1 I I - I (ENR INDEX FOR LA: 5930 !Project Title: EL CAMINO REAL AND ALGA ROAD IMPROVEMENTS ILocation: EL CAMINO REAL AXD ALGA ROAD I Sheet 1 of 1 Project No.: Ref.: X lconceptual 1 ,Preliminary I /Design I] ITEM 1 NO. 1 1 1 ESTIMATED UNIT I 1 ITEM DESCRIPTION 1 QUANTITY UNIT PRICE j ( Traffic Signal Mod.,Turn lanes & Median I 1 1 L.S. j L ~ ... . /I! 1 I1 I-: ll ll - - - 1 I i i 1 ---__--_ i ! I - - - - - - - -111 1 I p1 111 ~/!i i il[ ALGA RCA2 - 1-1 ! Ii '! I!!! ji j I!;/ :I!; 111 I 1 I1 I P/li 1;: 1' j il i i'i: - 1 m! 1 bi ri j I j : I gil; I I xi I1 I il I I 1 I/ j I i I j\ I !I j/j i ! ! 11 1 1 j iMP3OVVEUENTS ;I I j INCi L;3>-r - Si~~\l;:L I I ~ j i 1\/1~~iF~CAT~~:.(S To !I - ,i i I ' : AI"COM\/IL?2ATE acAL \ !!ii; j LEFT TURXS I !I 1 I I:/ I I:! I! 1 , I A I ENGINEERING DEPARTMENT MUNICIPAL PROJECTS Dr\ PROJECT COST ESTIMATE WORK SHEET I I I 1 I I u 1. 8 i I Y r I li a a 4 I (ENR INDEX FOR LA: 5930 (Sbett 1 of L Project Title: EL CAMINO REAL AND CANNON ROAD INTERSECTION IProjccr Yo,: 'Location. EL CAMINO REAL AND CANNON ROAD Project Description. RIGHT TL'RN L4NE ON THE SOUTH BOUND SIDE OF EL CA.LII3O REAL Estimated By: RICHARD 4LLEN 'Date: 10-30-90 Checked By: Date. t X 'Conceptual / Preliminary 1 /Design 'Ref. , I I FSTIMATED UNIT I ITEM DESCRIPTION I QUANTITY UNIT PRICE ' ~~~~~ TOTAL COST L [TOTAL, PROJECT COST (ROUNDED): L I I I I I I' ii li I - - - - - - 2 I ! ____---- 1 - - - _------ -- - - - P \ I )i I I p/ I 1 11 [ CANNON ROA3 I I m 01 //I ;I/ I I /I1 ii 1 r 1'1; I I I Ill 3 I 'I 1 i1 I/ i ill I/ il I I! I \i I Oi IT >I r I !Ii\ ' 11 j I zl li rn 1 it I1 I I A L I 4 ExcavationiFill 1 11001 CY SI0 00 FUTURE - _-_---------- > ________----- =-=====PEE-=- /7-2-= __ 4- > !/I i :I 111 1 j 111 1 I 111 i! i CAMlNO VISA RGBLE I j1.i Ill ~ II I I 1i ! li ~ I! j 11 A L ENGINEERING DEPARTh€ENT MUNICKPAL PROJECTS Dl I I I I I li b @ t 1 I I s 1 I I I 8 I PROJ-ECT COST ESTIMATE WORK SHEET ENR INDEX FOR LA: 5930 ,Sheet 1 of 1 Project Title EL CAMS0 REAL ArCD CARLSBAD VILLAGE DRIVE IVTERS Project Yo Location EL CAMINO REAL 4YD CARLSBAD VILLAGE DRIVE Ref Project Description DUAL LEFT TURS POCKETS OY EL CAMINO REAL Estimated Bj RICHARD 4LLEN Date 3-15-91 Checked By Date 1 X Conceptual 1 Prelirnlnary I Design 1 1TE.M FiZIMfTED I UNIT \YO 1 ITEM DESCRIPTIOY 'ALTITY UNIT 1 PRICE ; I ~.ooooo I 1 I Mobilization I/ LS [TOTAL PROJE~ COST (ROUNDED): 7 I/ 111 11' I I Illl' I1 I II iI I Ilj 11 1 3 II/ [ - - - - - 7 1 i - - - - - - >'I I I I -I- m!i : c3 /i 1 I rn'!! 1 j i /i ~ 1: I// > z 0 - 1 zIl; PJ : I , >j I; -1 11 lii jI j 1 1 //I I I1 : /I f I I I I j 3 /Remove Curb and Gutter 500 4 ~ExcavationiFill 1100 5 ICurb and Gutter, Type 'G' 500 6 IAsphalt Concrete Pavement (5') 180 7 Aggregate Base (12') 300 8 4' P.C.C. Sidewalk I 2500 9 ,Handicapped Ramp 1 10 Curb Met, Type .B-I. 1 11 'Slope Planting and Irrigation 1000 12 Signing and Striping 1 13 Traffic Control 1 14 Traffic Signal Relocation 1 I E a I L.F. 55.00 i C.Y. f10.03 ~ L.F. s12.00 j Ton I 435.00 i Ton ~20.00 i S.F. s2.00 1 Each $600.00 1 Each 53,000.00 1 S.F. $1.00 I L.S. Sl.Ooa.00 I L.S. s2.000.00 I L.S. $15,000.00 I 1 2 !Relocate Utilities 1 L.S. I ss.ooo.oo i I c I SUBTOTAL CON!XRUCI?ON I 16 Construction Admin.& Inspection at 8% 1 L.S. I 17 Right-of-way SO00 S.F. 54.00 1 18 Right-of-way Acquisitica Costs 1 L.S. ss,Ooa.00 I 15 Designat 9% 1 L.S. 19 Contingencies at 25% of Total 1 L.S. TOTAL COST PER LANE THREE RIffHT lURNS 3 X $131,285 = TWO LEIT TURNS 2 X $160,535 = (SEE PREVIOUS COST EST. SHEET FOR DETAILS: TOTAL COST - - -. . - . __ -. _I i - - - - - - - - - - Fiii! I z;li I I z: -;!I!, I I I 'i 11 c; I! !I -, ,, -7 h' ;I i 1 71: 11 : tj I j i ti i i >: I - 11 iI 1 I/ !! I ~ ij .- j ENGINEERING DEPARTMENT MUNICLPAL PROJECTS D B I PROJECT COST ESTIMATE WORK SHEET ( :ENR NEX FOR LA: 5930 !Sheet 1 of 1 .Project Title: EL CAMINO REAL AXD PALOMAR AIRPORT ROAD 'Locarion: INTERSECTION PLUS 1000 FEET OF EACH LEG PrOJeCt Description: REBUILD XSD WIDEN INTERSECTION Estimated By: RICHARD ALLEN I X 'Conceptual Prelimnary I ,Design :Project No.: ,Ref.: 1 I P I; t I E 8 1 1 1 8 I U t. I ;Date: 3-22-91 /Checked By: Date: F 8 [TOTAL PROJECT COST (ROUNDED): .____ ._- . I 1 I i i I 1 I ~ - - - - - - - - - - - - - - - - I ESTIMATED ITEM DESCRIPTION ! QUANTITY l 1 iMobillzation I 1 I 2 'Relocae Utllitles 1 USIT I CNrr I PRICE I L.S. f10.000 00 I L.S. I 55.ooo.00 I I' - - - - - - - - - - P 1 I I i i i I I I I I ! i ;ITEM ESTIMATED VO . ITEM DESCRIPTION QUANTITY I ITraffic Signal I I 2 3 1 Design at 7 % /Construction Ada. & Inspection at 8% I 4 IConhngencies at 25% USIT I UNIT PRICE I L.S, LS I L.S. I L s. I I I L I 1 I I I I i //j/ I II I1 /I II 11 j I$;; 11 /I 1 ij jI II l~ly~l 1. i ~ " 1 1_1 /I11 11- ' . 1 [ i I ij liiil 1 IIj II II j I I L r ----------------- ________________- I' 1 i 1 j ra / ORI9N WAY I I I !j!I 1 I 4 I 11 I1 51 1 II 11 Ill1 I i I IIII %I j ; 1; iI 1 ' II II II I1 I I/ I1 II /I It >i 1 1 11 ;I ;i 1 i! il /I II 11 TRAFFIC SiGNAL TO m 1; I I I I I 1 M PROVEM EN TS: 1 /Ill ' I1 I/ BE INSTALLED AT /Ill ' <l ~ I iiii 1 i I N TERSE CTI ON i I1 I/ I Zi ~ iI !I I Ill1 I i I I Ill1 r I I 1 I I t 1 t I 1 t !I s 1 I i I 8 U ENGINXERING DEPARTMENT MUNICIPAL PROJECTS PROJECT COST ESTIMATE WORK SHEET 'ENR INDEX FOR LA: 5930 Sheet I of I Project Title: MELROSE AVENUE AND ALGA ROAD ISTERSECTION 'PrOJCCt NO.. Location MELROSE AVENUE AND ALGA ROAD Ref: Project Description DUAL LEFT TURN POCKETS 4T ALL LEFT TURN POCKETS Estimated By RICHARD ALLEN !Date, 3-15-91 khecked By: Date- X Conceptual I IPrelirmnary I lDesign Fin 1TEM UNIT I 1TE [so 1 ITEM DESCRIFTION ~E~~~~~ 1 UNIT 1 PRICE 1 CO I 1 ,Mobiluation I 11 L s. I s,ooooo 1 THREE DUAL LER TURNS: 3 X $160,535 = [TOTAL PROJECT COST (ROUNDED): 4 ~.-- - - -_. .. __ - L I I I I I I " I j 'I I !I 1 II II I/ i ALGA ROAD - - - i: 1; II - P; ; ~ 'I z/ I ~ c! I < m:li;; 'I mi I I I 11 1 i I ij I I ~ 1; /!I I ! i 'I ! I lj; ~ I! I II i i .ii~,i ENR INDEX FOR LA: 5930 IPrqect Title: PALOMAR AIRPORT ROAD & COLLEGE BOULEVARD INTERSECTION Sheet 1 of 1 Project NO ’ x lconceptuai I Preliminary \Design I I il iI Ii I1 I1 I// ll --.---A 11 !_ I I I I I I 1 I - - - - - 2 - - - - - - - - - - - - - - - COLLEGE BLVD. r- i I/^I li f ' Ill11 Fi Ii \ I 6' 1 q 1 I - I I u! b I 3 11 Xi I I I !I 2 x/ I ~ 'I I I1 72 - ;I 0 i II I1 I ~ I I Ill 1 I 1; I / m ENGINTERING DEPARTMENT MUNICIPAL PROJECTS DIVI I I II I I 1 I I 1 1 I I 8 1 I 1 I II 1 PROJECT COST ESTIMATE WORK SHEET !EM MDEX FOR LA: 5930 /Sheet 1 of I Project Title. PALOMAR AIRPORT ROAD AND P4SEO DEL NORTE INTERSECTION !Project No 'Location. PALOMAR AIRPORT ROAD AND PASEO DEL NORTE ;Project Description: DCAL LEFT TURN POCKETS - ALL LEGS OF INTERSECTION /Ref: I /Estimated By. ROBERT JOHNSON Date: 5-8-91 /Checked Bj. Dah 1 X iconceptual j lPrelirmnary 1 ,Design I TOTAL Ce TOTAL PROJECT COST (ROUNDED): !I 'I I I ji IC II 1 TRAFFIC IMPACT FEE PROJECTS AND COST ESTIMATES 5 *Construction completed B **City contribution only-not full project D I 8 I 1 ENGINEERING DEPARTMENT MUNICIPAL PROJECTS D I 1 PROJECT COST ESTIMATE WORK SHEET r ENR IEiDEX FOR LA: 5930 Sheet 1 of 1 Project Title. ALGA ROAD PrOJKt NO Location. MIMOSA DRIVE TO EL CAMINO REAL Project Description 4DDlTION OF OYE THRU LANE AND BIKE L4NE ON THE SOUTH SIDE Estimated By RICHARD ALLEN 'Date. 10-30-90 IChKked By. Date :Ref 1 I I I 8 I 1 8 I I I I D I I 8 1 X Conceptual , Prelimnary ! Design SF (TOTAL PROJECT COST (ROUNDED): r -D I =5 il a 2: s; wg z 0 m3 -lt3 om an g 4 gl @ +? %% 5 rLpt m a Sr E E 02 d g c= -3 5 5 C a mm ma e if m I c $1 sg r5 c.@ IE P $1 a iil 2 5% z 0 0 ab- I- up, w -e 0 25 s 3 P 2% gel 9$ 20 c-5 U % E go 23 5 B&7 O g :$E 5 2 zf * 4 os z I- U 0 g a; Sbci) Go n rg : a2 o_ 530 gr n aoa ac OE - A w a$ a% u p g U Cl t; og a- I- ow 0 n n a A 0 p(t g+ \g - $ rl a I{ il .) c : L u Uif Z:€? e miji LY 11 IConstruction Adm.& Inspection at 7% 11 L.S. I 12 Icontmgencies at 25% of TOUI 11 L.S. I € 8 2 n vi U C m v) ; $ I a v) -6 cd mc =5 am rn e U 2 5 mY C c8 8-0 m 92 x 2 z v) L- Q QU 2% 0-2 k = '-5 as 0 53 5 20 9- 95 ph KO -c :% c a:- Q " 0 sg L U 0) u U mc nrn am 4 .pn 3uJ r g E: ; 5e !Yz 2% 0, I- Sa ma $ 25 % W sap 5 n 30 0 n mP I - il 8, s u .C ii 8 h'E I a 8 $1 (5 $1 r g - z z $ zo z 29 0' c (1: 5a sz 0 nw a> ua wn n U I z 2 I- U u c 2 0, 2 a a I SUBTOTAL CONSTRUCTION 20 Design at 8% L.S. I L 22 Coatmgencies at 25% of Total L.S. I 21 Constructlon Admin. & Inspechon at 7 % L.S. I f l s a: 3. !E:! 62 U 8 $1 4 $1 n $1 $1 c E z I- z E 2% 6 s! :I c $1 2 la 5 c U iY iji !! g.?g CY - ! f i E L s a 2 ,d C - =" 0- - i5 C P 3 il- $1' q c 2 G *- * 5 P i3 g- si3 .- m YE Ez c5 *a, 73 5 55 sE B g: 8" m ';jJ €2 2 gg mE W zg 5% 32 G 8 N za s:- xx - C E 0 53 Es 9 a gag I'H g 0 ca $$E 55 % 8 rh 3- - C z 25% mo 2; 0 o_ 02r 2;. os 2: c gig =us 2 50 Go 0 3 'oyj = - ="I g-gg 0s ; BL2 SEW 2 o= n f5m 225 + -5 0 3E c I- erg 3m.s kj c E a- gg .f % '5 g B $2 KZ 'F 8242 a45 p 353 a>& 3 3: ZB '2 0) n .- 0' 8 v) " $1 ii _- - I a a P C m - P .- - a 'C 0 - C .i. a $1 g $1 n $1 El c- w Ea aI z 35 ga G8 i #,nu g2 n Zjg z g w- I- wfz $8 E% g3 0 zY=m .- 0,z 5 *z n uw A E nW 4 0 Y a. 7 n p '? -%w 3VllNOd bpi-" W e z a I z 3 z w o_ I- a > u a I4 c 5 U L eH E J?$iii c 2 15, r------ YYY ;I U & X Conceptual iPrelirninary ,Design I F Tl r e P) a 3 Q d - 0 - C 4: 9 5 a$ 5 il U 0 ” 3 c P) c v) c $2; v)za C ggz 2s & 0 3:: s8 a 3 ar‘d %% PB 5 E a+? a > - hs - Q SE s - 3 qg - ma 3 2C-U .- mf z ~8$$ 25 gY0, VJ C ala E, w > E csi a .- a - ? Q, - 5E Be I- 3 - z *mea %.Eg E -c p SSP E: Z z I- a & EgkO. s: 3 20 5 sm,gr, 2 E7 19s w y 0 2s a (01: 00 3 2Z-Q z tot Sn 0 2 5: + 5s 0 +~ t-B 2 asE: B E2 !E 7 555,- 3 2: n. 2 % 0 gg 5g - 2 -- 0 El i G* (0 $a E .E I- 8 00 d E2 3 U na E il b I- ,3Z$u % Q_Z 0- P oE n g g2ggj n +a uz a ox gs D ut- o 2: Y 5 22 4 5 Q n 43aa I- I- <- .5 E. is $1: 5 z JZ nu 1 cc U 81 %, !I 6: c U $8; & d’‘iii * E c * -0 z v) i u 0 -J W n U I z 2 I- U Vjz PY 8 J u 0 U n I- + lEsrimated By: RICHARD ALLEN 1 X \Conceptual Preliminary /Date: 10-31-90 Checked By: Date: Design I 1 Ii ESTIMATED KNIT /Ti: 1 ITEM DESCRIPTION QUANTITY 1 UNIT 1 1 ,Mobiluation I 1 1 L.S. I 2 IClearandGrub I 1 L.S. 3 ICurb and Gutter, Type 'G' I 2400 L.F. 5 Aggregate Base (12') 3 800 Ton 6 4" P.C.C. Sidewalk 14000 S.F. 7 Brow Ditch 2000 L.F. 8 Streetlight 10 Each 9 Slope Plantlng and Irrigation 1 L.S. 10 Signlng and Striping 1 L.S. I I I I 4 !Asphalt Concrete Pavement (5') 1730 Ton 11 Traffic Control 1 L.S. PRICE I 525,000.00 1 $25.000 00 1 si0 00 i $35.00 j $20.00 52.00 $10.00 $3.000.00 310,000.00 $5,OOO.00 $lO,oOo 00 I SUBTOTAL CONSTRUCTION ! 12 'Design at 8% 1 L.S. 13 Construction Admin.& Inspection at 6% 1 L.S. - 14 Contingencies at 25 46 of Total I L.S. I C a P h 5i - 22 5 &Ol s 8@ z L.=cj x- i& sgs? QOG PCB mao z ge zujm - sal c;g mS 3 $5 me m -52 aQ m- Q gE 8 .s = --$a kg = get 073 p 2;g om p "cu gL2 zf -05 + $2 g Qi2 n cm 0 al ae s! 0-c mco, Egg ;z 3% sa d LT p? E c ri J 3 a a gg *; 2 a4 2 p +z om 92 0 o 4% $ ,g nZ JZ - zg - acoa c U z 0 -c - E 2% .E Q 8 2Q.S 44 zw P om sg 3 P &g Som g E% o_ +v I- gzn y aa2i 5L!m K 'p;s n u-m K oE! P mcT) Kt w 02 n LL 0 OF c W -b W Jy 1' jl 3 z 4) io"~~p;l 23 u, a 0 z W (I 2 U w U I- Lo a 5 0 -I w t 41 0 I- t a L z n t l zl:\!F 32 .- i! x: 0 0 $1 4 $1 n $1 $1 Y2 B 2 2 -2 I- $;f P glil 2 s1 v1 'i u E:: La sij2ji 2m 8tFi e I ENGINEERING DEPARTMENT MUNICIPAL PROSECTS DM I I I I I I I I I I I 1 I I I I I I PROJECT COST ESTIMATE WORK SHEET LA COSTA AVENUE From 1-5 to El Camino Real Estimated By; mchard Date: lo-: DESIGN ENGINEER’S ESTIMATE: (Em LA Index = 5773) Current Em LA Index = 5988 5988 = 1.0372 5773 1.0372 x 4,798,379 = Round to $5,000,000 Const. Cost Design @ 5.3% 265,000 Design & Contract Admin. 115,000 1-1 9-89 Construction Cost = $4,798,379 $4,977,08 1 & Imp. @ 2.3% Contingency @ 15% of Comt. 750.000 $6,130,000 Right-of-way Cost 580.000 $6,710,000 TOTAL PROJECT COST $6,710,000 c v) 6.3 - w 53 0 5 a $2 2 c gg mQ, ,E 2 OQ, 5 -& .I 0. s S% al “-6 Egg $? v) - CmGa &:34, ,2= E v)v) s ‘00 m, mu s 22, E 34 o_ a,dm = eo 4 am (3 0 I- 0 a) In - 3 .2a E G m 0, c= 0 m P - $2 I- 2ng $ $SE- 9 2; 0 00 8 3L.m n ozg gz Erg ws 5 9gv) ZZ Jp !$ g$s x zag g2 E 3s 2% 7 * m<p + 0 zag - g u= - 4)II *‘ $ Ill il I vi i 0 C m 5 - C al ul m C E z S 5 f - 28 =o cr bo 1E w .E 23 Ea .z UE 4 $1 n 2 XF G 52 I- o % g 8 I\\ % 70 o a; K n2 n ~IEB u $8 5s ACT) E $1 8 !I c h $1 iw LI UZi U Lp d I g:g,js 3 VI - ‘6 !! /Estimated By. RICHARD ALLEN 1 X ;Conceptual 1 /~re~iminary 1 1 'Estimated Contribution I /Date. 4-15-91 IITEM ESTIMATED 1 YO. ITEM DESCRIPTION QUANTITY 1 I I I Checked By: Da I Design ! UUIT ~ UNIT 1 PRICE , 1 L s. I I E, z 8. - - oc E h rn $1: ;X, 0 U ti C - rn a 2 s 01 UU 0) c 6E :: a a d* U E tE - 5 r, sz = L m 5 QZ .= L 5 m 0 Q Q, > m U rn (0 m E u mP rn C B a =P) E 0 .3 m E 9 %I @ !!I g6 2 E ,o UP z $1 -& za 0 5 UE g2 n z? 8 E% .- E $: $ L 3 2 6m u g ?dP a v) -o_ m rn n-: YO $ G €2 E $5 g gg E 2 3 a %j p 0. $2 cn ZQ gm b-l U 59 P,;ug $G x Pa - ,55? Y gE OD % $1 eu G E s z$ 2s 0 mll: s8 G 2 q$j z Po rn I- GF 55 g 2 2% G nL g2 0 ;w 2 50 Q 2 zc 25 Q 0 5% $g Gz ?2 S" 05 0 P c> 0 ZE 2 zt; I- 7 g+ g 02 -. Zn ;a - L m a 3 0 - L - E U if c - - =, =E 0 Y. Egsg.., - n 5.- a 8 - E 3 L a 2 cw c t- 2!E %;,e gg L Fa 45 (3 I--. rnm 0 .z E 2s an ", n uiij 00 Z u ~-n UJ CrJ z ~~ Y 0 aF !- z $8 nm 2 wi 'I n $1 >: e 24 au -: - 03 2: +, W 0: Ln U ............ 4 : a d - 13 ; I E BE 7 I? 'I '0' / w i \ & .. ..i z\ E I>' $ a; a ;:; w - ! ............. ": .......... ........ Jp' -J 3: v) 5 >: - zi I- IWI + 'd 0 5 wi - a; > m i? i !I L c ukj ! z e +: v): 0: 0: 0 5 a - c3 @ 3 I- b,, E SgJi ZY :!? a a; 2'$* u 0, I- o 2Jz( I 1 : Lnk Lq n- ' ESTIMATED ' 80. ITEM DESCRIPTION I QUANTITY I 1 ,Estimated Contribution L I I I UNIT 'f UNIT PRICE IC L.S. I I 1 .- 38 22 0 ‘0 .- v) 5 a L 0 i,\[{ 1 E, 3 8% g 0 15 g [r - E, .- 9 .e m %g >m 8 ” 0 r a5 mg cm x0 %F c Z$ $5 v) m % 62 v) v) zc 4 ‘C s 2s $1 ;g .5 az 5 3 mu gg $: 8 z 8P 5fi ag 6 $2 e E LL. v) gZ =2 fs 0 g s,2 4 .go 6 2 =B z r‘, a zr 5 .a 0 $3 ‘5 g sz e P2 2 f $@ i 28 .- = s: 6 vG o_ t I- ”05 s u, 25 Gg t-0 + 22 t,g 3: q g 82 0 sa Eii 2 “cc zz &jP E a uo *z E $ %E$ 6s 5s .e 2 o,,- z 2 a5 a%r -!i 2 4% 2g us 0 C 0 0 b L-0 C E/ $ 0 m 2= co Q,= a cn -9 $1 a $1 n $1 2 6 11 E m z i z ;: Q, s- D -o F.g fT m E 3 OLE w 02 z a-u C c fs za 3’; o 2~ C b- 0 7 ‘5 7 z urn 8: n 3a.Z OU, ZO u ri J t- oo I- ZF’ $d nn a E uz Z W s1 ;\ $1 pi * p tp - !! s n 4 I 2 z s u) z ” L U w, q2ji Pz s t 0 0 0 I E - )ITEM 1 i 1 50, i ITEM DESCRIPTION ~ 1 ,Mobilization ESTIMATED UNIT 1- QUANTITY UNT 1 PRICE I C 1 1 L.S. I w0.ooo.00 I L c c m m .- a) 0) 2i b z K zs 0 v) L 0 - il: zs i9 U $5 c 5 Y 8, @ gg C C m m .- 0) 0) 4 ti U 3 b c "E 6- @ 7J &j mC W 22 2s cu s $E EF 0 B m 52 2z zg 3 Fz +B Cn .E 0- 2; c= pw 2s *E 00 a- $gee2 0 coo 5 m" : st! O8 b- s.3 ? u- 6 ow ??g 20 90 o_z +$ 2 5.k 5 - +z $2 13 .z "j 3 g; $2 0 ug z E E3 az g 7300 5 5 ?E 'zw Ea- ge I- 25 c UJ 7 5L :E 2a EZ - 0 F 6 "i k 0 o_= $)Q "g d (3 d U cnE 5 0 mo u> v) P) C a2 a - m r cu .- x .K m 6 C m -4 v) 0 .e 3 0- m v) 0- u u 8 0, z E m D i - .- v) - 2" rn U u' a?? UJ E% E +z 0 *L a ZiZ o u * SZR L W 0 u- 0 z o a: JW 60 oa I 4 I- + - 11 *u Ill v) 00 oc 0, 7 z - e 31~0~ 730 03SVd $? n ;] 0 tl c # VI E 5 u B + 0 a 5 P 3 b- Ii2 P .C 5 ow z U n 9 5n2 ez-2 -YL B -1 1 ENGINEERING DEPARThiENT MUNICIPAL PROJECTS I: PROJECT COST ESTIMATE WORK SHEET R 4 I I t 1 Is t I I 1 I- C 1 I 1 I r ENR IhTlEX FOR LA: 5930 Sheet 1 of L Project Tide: ALGA ROAD I Project So.: Lxxstioo: MIMOSA DRIVE TO EL CAMISO REAL :Ref.: 'reject Description: ADDITION OF ONE THRU LANE AND BIKE LANE ON THE SOUTH SIDE Estimated By: RICHARD ALLEN 'Date: 10-30-90 !Checked By: Date: : x ~Concepnul ; Preliminary ~ ,Design I L'NIT j I : NO. ITEM DESCRIFTION lESTIMATED QUAiVITY 1 UNIT 1 PRICE ! ( , 1 :Mobilization I 1 I L.S. I $15,000.00 i I'TEM i T [TOTAL PROJECT COST (ROUNDED): . 2 'Fi11 3 (Curb and Gutter. Type 'G' 4 IAsphalt Concrete Pavement (4') 6 14' P.C.C. Sidewalk 7 istreetllght 8 /Signing and Striping 9 {Traffic Control 5 \Aggregate Base (\2') 1 P 8,ooo I C.Y. f7.00 i 2,700 L.F. 512.00 1 1.940 Ton 535 00 I 6.000 Ton 520 00 I 13,500 S. F. 52.00 I 5 Each 53.000.00 1 L.S. SS.000.00 I L.S. S5.000.00 SUBTOTAL CONSTRUCTION L.S. ~- ~ ~ ~~ __ 10 !Design at 8% 1 11 IConstmction Ad&.& Inspection at 7% I L.S. 12 ]Contingencies at 25% of Total 1 L.S. 1 il q: !i .C f re 0 P s $1 :z uw Z’ K 3 a $1 1 s za o_z +z Pw an 0 $3 W z +a uz c ZQ Ezw $2 z 0 ow om Ra A 81 $1 I!! ! gjr!jg WYY IC 8 u 3 Fil c u L ITEM I UNIT I ITE # il pp u tr 1 9 1 4 $1 E z 3 LL I- 2 i2 6 Jl c IE 6 U L 111 4 p b gl$[ig Y - ESTIMATED UBIT IT1 'ITEM I NO. I ITEM DESCRIPTION QUANTITY UWIT PRICE I cc il# n I El P g B fP 1 P 2 % c 0 0 i] 1 L c la i 6 U i:! e gjj[j; -*& .I 3 ,Excavation and Export 72.000 1 C.Y. 4 Curb and Gutter, Type 'G' 2,400 1 L.F. 5 Asphalt Concrete Pavement (6") 1,730 Ton 6 Aggregate Base (12") 3,800 Ton 7 4" P.C.C. Sidewalk 14.000 S.F. 8 'Brow Ditch 2,400 L.F. 9 Streetlight 10 Each 10 Slope Plantlng and Irrigation 108.000 S.F. 11 Siglllng and Stripmg 1 L.S. 12 Traffic Control 1 L.S. l 1 I 51000 I $10 00 j 435 00 I $20 00 1 $2.00 1 $10 00 53,000.00 $1.00 45,000.00 $15,000.00 13 Designat 6% I L.S. 14 Construchon Admm.& Inspection at 5 46 1 L.S. 16 Right-of-way Acquisition Costs 1 L.S. 17 Contlngencies at 25% of Total 1 L.S. IS Right-of-way 140,000 S.F. t 3 SO. 80 $10,000.00 & W > t- 3 z t- v) I 0 a w= 0 ZP FW &2 % * u zga p rrp- + a- U c L 0, 2 il ui. $ ol$ 2 - cn g :- 0 m,QQ u 0 Quf Q) Et0 C Q ? g: - Qs ug 2 u 2rp - 2 ge25 mal pS55 =eon E cai m - 2 as 5- - z 2mcs m 'SI)€ E g SgEz & gzkg o@ oo % qat 8 &nrQ SGi szs% I-5 I- OOmu 2 ,2Ec $E =cg* P $ %a&$- !?E 5 4: - CUQ m zjn - e (I) 0) .c !! 8/ J 'C'i - x I- In C 3 E $1 * $1 si K ""8% r E A z n a3ma P z 2 =ic Ec3 $0 4 e z 5 gg -'z gz nW 3 -J U 0 J W n 2 z S : B z a a u I- o c -0 4 g zr. n $1 .SI - ji =I ;I: ;$ 81 81 ;be CPH P z c * In % L U L Z!j2ji g& SUBTOTAL CONSTRUCTION 12 Designat 8% 13 14 Construction Adrmn.& Inspectloo at 6% Contlngencres at 25% of Total I 11 L.S. 1 L.S. 1 L.S. 4 d a J U z 3 e zw 22 Ez %m Q 8: Lu I- , 4 Eli\&< $ .- ik I B B - m E s? U 0 1 23 cs 4 $1 iz LL 5 - 2s 05 5.2 3% 1c Om a z a 2 y 42 -c 5 ,g 2: 53 4 U 0 z s - K az JZ a U 0 w 4 J 1; W 4 ]I U Y, ~ i[lp;l "A .A c U Q z U 0 c OF 2 n 0, a 2 n LI C u % Pd a $1 l 81 B i:! e 3 3 v1 5 s I- U '14Jii EL & 1 I I I c I L E 1 I I 1 0 I I I a I ENGINEERING DEPARTMENT MUNICIPAL PROJECTS DM! 4 PROJECT COST ESTIMATE WORK SHEET LA COSTA AVENUE From 1-5 to El Camino Real Estimated By: Richard Date: lo-: DESIGN ENGINEER’S ESTIMATE: 1-19-89 Construction Cost = $4,798,379 (Em LA Index = 5773) Cunent Enr LA Index = 5988 5988 = 1.0372 5773 1.0372 x 4,798,379 = $4,977,081 Round to $5,000,000 Const. Cost Design @ 5.3% 265,000 Design & Contract Admin. 115,000 & Imp. @ 2.3% Contingency @ 15% of Const. 750,000 $6,130,000 Right-of-way Cost 580,000 $6,710,000 TOTAL, PROJECT COST $6,710,000 m 0 3 m 8, ..- 0 +g v) 2: - 5 SQ z P)r 5 &ad, UJ g m .E E56 u) 5s- g z2E g8 = Eo p q 8 *m 8 ECS zc3 spu 20 w P ggg (1z c "5, tZ e's p- w uw gc % g.@s an 7 2 g ZW !A= E &-I 23 c 3i= r m 20 :3 (I * 0, ma P ,E rm P) mr v) C 0 rn 0, t;: - 3- zSm :!: F U C c 0 @ $8- 2z! 0 yg.5 E8 g gn- a 32% c $1 d 8/ 8 $1 P $1 c i5 z z 0, 5: 2 kg :$ $5 II 20 EV n U I z o_ t s uw 0 c 8 U n c Yi .s Q 8 E pp 51 U 1 8 1 h $1 s v) L L I: IgB e e:; ,Ti !ii ,ITEM ' EST1 M ATED I so. ITEM DESCRIPTION QUANTITY 1 I Estimated Contribution I I I I I s USIT I I I L.S. I UNIT PRICE I (3 25 pw !&g 20 w 5 e! . g J5 50 ~a Y n G a0 03 as WTj c 3s 5% 2; 'Estimated By: RICHARD ALLEN I X lconceptual i 1 Preliminary ;Date: 4-15-91 ESTIMATED i SO. ITEM DESCRIPTION QUANTITY ITEM I 1 'Estimated Contribution I 1 0 1 I I I Checked By: Date: 4 Design F UNIT I' UNIT , PRICE ic L.S. I I .- C & 3 I 0 5% e ai $? U 0 Em CI 6% 2: 05 B g C tz 3 !? d -z 'g 0,s 3 n- a 0- 2% 0-g 00, 2 gc .- v, w €E + 98 P a.2 % zc3 O,a gs a E m m S 0 0) - f U C WE E2 m a =o 2E L *!2 U z - mo 0 -w m .t= m n 0 .% 8 C - v) 0 Q m g$ Ed 0 +B 32 0 .- e5 + am gg Eg 5 g .E +$ tS ti :,g mu c. 0 - + 0 DE 3 W s: - 20 E w 5 4.a =g $2 + !2! L) rn L) a- m to, v) i Z@ r z om" 9 u, w +E LL 2 E gg 5 2 ff Kv, n s f zt il'2R u(3 gs u "i i! 8 t I zb 91 0 n JZ z M 4p 2 a2 E En am =z a0 JW + 00- c 7 t: gg p d e/ E 8 :[ 0 El z In 5 a,v, .C F %-FUWY U L I- ? SjjIjj Pn u wka 8 Project Title: POINSETTIA LANE 'ProJect No.: Location: PASEO DEL NORTE TO BATIQUITOS DRIVE #Project Description: WIDEN STREET TO SIX LANES Estimated By: RICHARD ALLEN /Date:1-3-91 /Checked By: Date: /Ref.: X /Conceptual [ Pre Liminary \Design I r .- c a c 4 8 mm L a32 Em c. “7 8 U yjm c si p”g up rn i% 5.2 65 .- XQ c sg Q 2 g m m n 2% 2” 5 - 0 a5 Zrn Feg $2 qj aE, ;$ -E ox %E Wac$.- cn EZ I-0 + 2 38 e .- 5 $ ow ;s g w LaLL $; $gsEg P ‘58 s B z a am k73 c 0 - 8 WE E2 D m a mo P a S LI” - m r 8 rnE f a- rn 0 a u) c e t9 rn .e 3 CT m c .- M s *F d ski n 8- s gc w €3 02 + sg 0-5 t= 2 zc3 3 n 8 .e =to n w= .- I ’ .z! E$ g2 c= 2 B w 7 45 I- 2: 0 5 .p u gs klqg “I @ $1 4 $1 8 B *I 6 2 4G ?I P 11 H 2: AW 2m cz $2 soiinoilvg a I= - k w v) z 0 W -a - 00 U P e 3180~ i3a 03wd s! n :l (0 il c * VI I) s U 8 I t g 0 I- c U F ij3 .- 1\1 ESijl CY -1 -vu- a .- 5 ow 2 U n L I I I I B 1 U SIDEWALK INVENTORY PRIORllY USING PRIORITY SIDEWALK I 8 I I I 1 I 1 # 31 I 1 I E 1 I 1 UK LOC.\TlON SEGMEhT m 1. TAWCK XVEWE E - Park Dr. to 214.0' West 90.00 2. VALLEY STREET C - Basswood Ave. to 335.0' North 82.50 3. C.WIN0 VIDA ROBLE B - Yarrow Dr. to Cone Del Abero 82.3 1 82.3 1 82.31 C - Cone Del Nogal to 260.0' South D - Palomar Airpon Rd. to Cone Del Nogal F - Owens Ave. to 117.W East G - 528.0' w/o Owens Ave. to 121.0' West H - El Camino Real to Las Palmas Dr. J - Las Palmas Dr. to Palomar Oaks Wy. K - Palomar Oaks Wy. to Palomar won Rd. C - 103.0' do Karren Ln. to 81.0' North D - Basswood Ave. to 52.0' South CJUP 92) 80.00 E - Magnolia Ave. to 430.0' South F - Basswood Ave. to 451.0'Sourh Cuup 92) H - Magnolia Ave. to 137.0' North E - 528.0 e/o Palomar Oaks Wy. to 123.0' East 82.31 82.3 1 82.3 1 82.3 1 82.3 1 82.3 1 4. .MONROE STREET A - Park Dr. to 350.0' North 80.00 80.00 80.00 80.00 80.00 5 CHESTNUT AVENUE E - Donna Dr. to 152.0' West 78.00 6. HIGHLAND DRIVE E - Chesmut Ave. to 331.0' North 75,OO 75.00 75.00 75.00 7. VICTORIA AVENUE A - 125.0' w/o Elm Ave. to 101.0' West 70.00 TAMARACK AVENUE 70.00 JEFFERSON STREET B - Chinquapin Ave. to Cims P1. 70.00 D - Tamarack Aye. to Chinquapin Ave. 70.00 E - 99.0' s/o Magnolia Ave. to 101.0' South 70.00 8. BASSWOOD AVENUE A - Donna Dr. to 78.0' West 65.00 D - Valley St. to Maezel Ln. 65.00 E - Maezel Ln. to Canyon St 65.00 L - Donna Dr. to Belle Ln. 65.00 PARK DRIVE B - Monroe St to 463.0' South 65.00 C - 68.0' s/o Tamarack Ave. to 51.0' South (CP 95-2000) 65.00 D - 119.0' s/o Tamarack Ave. to 78.0' South (CP 95-2000) 65.00 E - 192.0' s/o Tamarack Ave. to 226.0' South (CtP 95-2000) 65.00 I - 112.0's/o Monroe St. KO 262.0' South 65.00 J - Tamarack Ave. to 462.0' Nod 65.00 9. PINE AVENUE C - Lincoln St. to 184.0' West 60.00 D - Garfield St. to 82.0' West 60.00 E - Lincoln St. to 19.0' West 60.00 N - Hillview Ct to MagnoIia Ave. 0 - Chesmut Ave. to 314.0' South P - Basswood Ave. to Chesmut Ave. F - La Porralada Dr. to 363.0' West C - Ciaus PI. to Tamarack Ave. 70.00 1 TOTAL SIDEWALK CONSTRUCTION - PROJECT COORDINATION HR - HOUSING & REDEVELOPMENT Programmed Fiscal Year) UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) CIP - CAPITAL IMPROVEhENT PROJECT (Programmed Fiscal Year) El SIDEWALK PRIORITY LIST (Continued) ?RIORITY SIDEWALK EST. R4h'K LOCATION SEGMENT POINTS COST - VALLEY STREET B - Magnolia Ave. to 610.0' South 56.50 $24,400.00 B - Elm Ave. to Grand Ave. 55.00 22,800.00 C - Christiansen Wy. to Grand Ave. 55.00 12,200.00 D - Beech Ave. to 232.0' Sou& 55.00 13,200.00 F - Pacific Ave. to 395.0' Nod 55.00 22,600.00 G - Pacific Ave. to Cypress Ave. 55.00 21,700.00 I - Elm Ave. to 510.0' South 55.00 20,400.00 J - Christiansen Wy. KO Grand Ave. 55.00 12,200.00 L - Pacsc Ave. to Cypress Ave. 55.00 21,700.00 M - Pacific Ave. to 163.0' Norch 55.00 9,300.00 N - Mountain View Dr. to Garfield St. 55.00 5,500.00 12. CHESTNUT AVENUE F - 90.0' w/o Seaview Wy. to Donna Dr. 49.00 8,850.00 J - Westhaven Dr. to 485.0' East 49.00 19,100.00 13. MAGNOLIA AVENUE C - Highiand Dr. to 250' East 46.50 1,OOO.00 E - Valley St. to 437.0' East 46.50 17,500.00 46.50 15,550.00 F - Monroe St. to 389.0' West I - Valley St. to 176.0' East 46.50 3,950.00 K - Monroe St. to 189.0' West 46.50 7,550.00 14. MAGNOLIA AVENUE A - Pi0 Pic0 Dr. to Adams St. 45.00 20,800.00 G - Pi0 Pic0 Dr. to 189.0' East 45.00 7,450.00 J - Highland Dr. to 243.0' West 45.00 9,550.00 44.69 14,650.00 C - Jefferson St. to 197.0' West ("P 91) F - Roosevelt St. to Madison St. Cuup 91) 44.69 20,100.00 G - 248.0' w/o Jefferson St. to 206.0' West (vvp 91) 44.69 15,300.00 16. GWlND AVENUE B - Jefferson St. to 226.0' West (CIP 91) 4250 9,050.00 17. VALLEY STREET H - Basswood Ave. to Oak Ave. 41.25 42,250.00 18. CA..INO VlDA ROBLE A - El Camino Real to Yarrow Dr. 41.16 41,600.00 41.16 35,650.00 I - Las Palmas Dr. to Las Palmas Dr. A - Carlsbad Blvd. to Ocean St. 40.00 16,900.00 19. GRAND AVENUE B - Park Dr. to Sunnyhill Dr. 40.00 30,200.00 G - Park Dr. to Sunnyhill Dr. 40.00 30,200.00 20. HIGH??4!! DRIVE D - Tamarack Ave. to 792.0' Nod 37.50 31,700.00 F - Chesmut Ave. to Magnolia Ave. 37.50 31,700.00 M - Magnolia Ave. to Tamarack Ave. 37.50 42,250.00 21. PINE AVEhiVE B - Garfield St. to 206.0' East 35.00 8,100.00 STATE STREET B - Carlsbad Blvd. to 244.0' South Crnrp 91) 35.00 23,200.00 HIGHLA!!D DRIVE I - Arland lid. to Las Flores Dr. 35.00 4,000.00 K - Butters Rd. to 125.0' North 35.00 2,800.00 R - Forest Rd. KO Las Flores Dr. 35.00 23,350.00 10. 11. OCEAN STREET A - Oak Ave. to 71.0' South 55.00 2,800~00 H - Adams St. to 275.0' East 45.00 6,200S)O 15. L4GUNA DRIVE MONROE STREET S - Butters Rd. to Forest Rd. 35.00 4,400000 T - Yourell Ave. to Burten Rd. 35.00 1,500.00 TOTAL $735,200.00 SIDEWALK CONSTRUCTION - PROJECT COORDINATION IIR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year) UUP - UTIUlY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) C!? - CAPITAL IMPROVEhEhT PROJECT (Programmed Fiscal Year) E2 1 SIDEWALK PRIORITY LIST (Concmued) PFUORITf SIDEWALK R4h'K LOCATION SEGMENT POIh! 8 I I I 8 1 I I I R I 1 I I b a d 22. BASSWOOD AVENUE B - 128.0' e/o Eureka P1. to Highland Dr. 32.50 23. LA COSTA AVEhZE C - 2540.0' e/o El Camino Real to 205.0' West 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 30.25 24. WASHINGTON STREET A - Elm Ave. to Oak Ave. 30.00 CARLSBAD BOULEVARD E - Tamarack Ave. to 35.0' North 30.00 PRIESTLY DRIVE A - Faraday Ave. to Rutherford Rd. 30.00 30.00 RUTHERFORD ROAD A - Geiger Ct. to Landau Ct. 30.00 30.00 30.00 30.00 30.00 25. VALLEY STREET A - Magnolia Ave. to Chesmut Ave. 28.25 28.25 26. OCEAN STREET E - Cypress Ave. to Beech Ave. 27.50 27.50 27.50 27. EL WNO REAL K - Elm Ave. to 1056.0' South 25.86 28. WALNUT AVENUE A - Lincoln St. to 198.0' West 25.00 25 .OO PACIFIC AVENUE 25.00 KNOWS AVENUE 25.00 ALICANTE ROAD A - Altisma Wy. to 528.0' East 25.00 CYPRESS AVENUE A - Ocean SL to Carlsbad Blvd. 25.00 25.00 25.00 25.N 25.m 25 .OC 25.K 25.M D - 2740.0' e/o El Camino Real to 105.0'Wesr F - 470.0' w/o Nueva Castilla to 1!17.0' West G - 600.0' w/o Nueva Casnlla ro 97.0 West H - 271.0' w/o Nueva Casdla to 179.0' West I - Nueva Castilla to 183.O'West J - 94.0' w/o Viejo Castilla to 71.0 West K - 528.0' w/o Gibraltar St. to 159.0' West L - Gibraltar St. to 60.0' West E - 697.0' w/o Nueva Castilla to 156.0' West 30.25 B - Rutherford Rd. to La Place Ct B - Pascal Ct. to Priestly Dr. C - Landau Ct to Pascal Ct. C - Arland Rd. to Elmwood St. H - Pi0 Pic0 Dr. to 172.0' East F - Chesmut Ave. to Magnolia Ave. H - Elm Ave. to 447.0' North K - Cypress Ave. to Beech Ave. BUENA VISTA WAY m B - Lincoln St. to 79.0' East B - Ocean St. to Mountain View Dr. i3 - Gregory Dr. to Pi0 Pic0 Dr. B - Garfield St. to 260.0' East C - Ocean St. to Garfield St F - 105.U n/o Elm Ave. to 151.0' North G - Cypress Ave. to 169.0' South M - Pine Ave. to 73.0' South N - 101.0' n/o Beech Ave. to Cypress Ave. 0 - Pacific Ave. to 157.0' North GARFIELD STREET TOTAL SIDEWALK CONSTRUCTION - PROJECT COORDINATION HR - HOUSING & REDEVELOPMENT Programmed Fiscal Year) UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year) E3 SIDEWALK PRIORTTY LIST (Continued) SIDEWALK EST. ?RIORITY POINTS COST m LOCATION SEGMENT -- urjc0L.N STREET A - 161.0' s/o Oak Ave. to 263.4 South 25.00 $10,500.00 B - Chesmut Ave. to 2170 North 25.00 8,700.00 C - Chesmut Ave. to Walnut Ave. 25.00 17,800.00 D - Walnut Ave. to Pine Ave. 25.00 17,600.00 G - 145.0' n/o Pine Ave. to 166.0' Noh 25.00 6,650.00 25.00 23,700.00 ADAMS STREET C - Tamarack Ave. to Magnolia Ave. 24.50 41,600.00 29. CHESTNUT AVENUE K - Cameo Rd. to El Camino Real B - Unicornio St. to Cacama St. 24.26 23,800.00 30. EL FUERTE STREET B - 100.0' e/o Avenida Encinas to 528.0' Easr 23.44 11,900.00 31. POINSETTIA LANE 23.25 32,450.00 32. MAGNOLIA AVENUE D - Valley St. to 811' West 33. TAMARACK AVENUE H - 124.0' e/o Carlsbad Blvd. to 315.0' Easr (UP 90-91) 22.75 23,450.00 B - 114.0' 40 Adams St. to 1056.0' East 22.50 41,600.00 34. MAGNOLIA AVENUE LAGUNA DRIVE B - State St. to Buena Vista CK. (vvp 91) 22.35 36,750.00 35. D - Buena Vista CK. to 438.0' East CUup 91) 22.35 32,600.00 E - State St. to Roosevelt St. (uup 91) 22.35 29,600.00 20.00 16,100.00 ELM AVENUE A - Glasgow Dr. to Tamarack Ave. 20.00 79,200.00 C - Ann Dr. to Donna Dr. 20.00 13,900.00 FOREST AVENUE B - Highland Dr. to Highland Dr. 20.00 6,650.00 C - Pi0 Pic0 Dr. to 187.0' East 20.00 13,900.00 F - Highland Dr. to Wilson St. 20.00 19,300.00 18.83 96,500.00 37. VALLEY STREET G - Magnolia Ave. to 1108.0' South 38. STATE STREET A - Laguna Dr. to Carlsbad Blvd. 17.50 41,150.00 17.50 41,150.00 H - Elmwood St. to Elm Ave. J - Forest Rd. to Arhd Rd. 17.50 46,100.00 17.50 42,250.00 Q - Elmwood St. to Elm Ave. 17.50 23,750.00 D - Corinria St. to 1056.U East 17.50 17,800.00 E - El Camino Real to Esnella De Mar 17.50 23,750.00 F - Esrreila De Mar to Almaden Ln. G - Almaden Ln. to AIicante Rd. 17.50 5,950.00 17.50 17,800.00 K - Santa Isabel St. to El Fuerte St. L - Xana Wy. to 792.U West 17.50 17,800.00 16.00 5,300.00 16.00 12,400~00 B - Roosevelt St. to State st. m 91) 28. (conr) F - Pine Ave. to 87.0' North 25.00 3,500.00 G - 169.0' s/o Magnolia Ave. to 270.0' South 25.00 10,600.00 36. MOUNTAIN VIEW DRIVE PACIFIC AVENUE A - Ocean St. to Garfield St. 20.00 2,000.00 GAYLE WAY B - Monroe St. to Ann Dr. 20.00 9,600.00 A - Ocean St. to Carlsbad Blvd, D - Spruce St. to 348.0' East 20.00 19,o00.00 HIGHLAND DRNE ALGA ROAD A - Stare St. to 132.0' West 0-R 91) 39. OAK AVENUE TOTAL $944,150.00 SiDEWALK CONSTRUCTION - PROJECT COORDINATION EX - HOUSING & REDEVELOPMENT (Programmed Fiscal Year) 2UP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year] CIP - ChplTAL IMPROVEMENT PROJECT (Programmed Fiscal Year) B4 1 SlDEWALK PRIORITY LIST (Continued) PRIORITY SIDEWALK k4.% LOCATION SEGMENT POIhT' 8 I I I I 1 i 1 I 1 1 8 1 I I i I 1 - 40. L4 COSTA AVENUE 0 - 528.0' e/o El Camino Real to 1584.0' Easc 15.13 15.13 15.13 15.13 41. MADISON STREET A - 106.0' do Grand Ave. to 207.0' Nod 15.00 15.00 iS.00 DONNA DRIVE B - Janis Wy. to 79.0'South 15.00 15.00 15.00 15.00 42. XIGHLAND DRIVE G - Elm Ave. to Basswood Ave. 13.25 43. YARROW DRIVE A - Palomar Airport Rd. to Camino Vida Roble 12.91 44. EL FUERTE STREET C - Cacatua St. to Chorlito St. 12.13 45. PINE AVENUE A - Pi0 Pic0 Dr. ro Highland Dr. 11.67 46. TAMARACK AVENUE A - Carlsbad Blvd. to 467.0' East (CP 90-91) 11.38 47. EL CZMINO REAL I - Chesmut Ave. to 1056.0' South (0 91-92) 10.24 10.24 48. LA COSTA AVENUE B - 70.0' e/o El Camino Red to 2376.0' East 10.08 49. LA3 PALMAS DRNE A - Camino Vida Roble to Camino Vida Roble 10.00 GAYLE WAY A - !donroe St. to Donna Dr. 10.00 COUGAR DFWE BUENA VISTA WAY P - Nueva Casnila ro 1584.0' West Q - Nueva Castilla to Calle Madero R - Calle Madero to Romena St. B - Laguna Dr. to 528.0' South C - 211.0's/o Laguna Dr. to 528.0 South H - Janis Wy. to 111.0' South I - Gayle Wy. to Janis Wy. D - Valley St. to Arland Rd. SUENA VISTA WAY J - Chesmut Ave. to lOS6.0' No& PALMER WAY/ B - Impala Dr. to Faraday Ave. 10.00 B - 33.0' e/o Pi0 Pic0 Dr. to Elmwood St. I - 270.0' e/o Pi0 Pic0 Dr. to Elmwood St. J - Valley St. to Elmwood St. G - Wilson St. to Crest Dr. G - 322.0' n/o Marina Dr. to 462.0' Nod C - Corinna St. to Cazadero Dr. I - Cazadero Dr. to Corinda St. J - Corintia St. to Santa Isabel St. M - Xana Wy. to Melrose Dr. E - Elmwood St. to Pi0 Pic0 Dr. E - Chesmut Ave. to Basswood Ave. H - Chesmut Ave. to Basswood Aire. B - Laguna Dr. to 71.0' South C - 154.0' s/o Laguna Dr. to 1260' South f) - 125.0' do Beech Ave. to 125.0' North 10.00 10.00 10.00 10.00 9.00 51. ALGA ROAD A - El Camino Real to 1320.0' West 8.75 8.75 8.75 8.75 8.75 5 2. KNOWS AVENUE C - Elmwood St. to GregoIy Dr. 8.33 8.33 ADAMS STREET D - Magnolia Ave. to Chesmut Ave. 8.33 8.33 8.3: 53. R0OS-T SIREET A - Laguna Dr. to 169.6 South 8.1: 8.1: 8.1: 8.1: FOREST AVENUE A - Crest Dr. to Highland Dr. 10.00 50. PARK DRIVE F - 140.0' s/o Grady PI. to 248.0' :South 9.00 TOTAL SIDEWALK CONSTRUCTION - PROJECT COORDINATION HR - HOUSING & REDJiVELOPMENT (Programmed Fiscal Year) UUP - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year) E5 SIDEWALK PRIORITY LIST (ConrinW PRJORIn SIDEWALK EST. u LOCATION SEGMENT POINTS gs-J 54. BUENA VISTA WAY E - Wilson St. to Valley St. 8.00 $35,300.00 F - Crest Dr. to Wilson St. 8.00 35,300.00 55. TAMARACK AVENUE B - Garfield St. to Hibiscus Cir. (QP 90-91) 7.58 78,550.00 I - Garfield St. to Hibiscus Cir. (CfP W91) 7.58 78,550.00 56. DONNA DRNE J - Gayle Wy. to Basswood Ave. 7.50 42,250.00 57. FOREST AVENUE E - Pi0 Pic0 Dr. to Highland Dr. 6.67 71,100.00 58. CANNON ROAD B - Los Robles Dr. to Carlsbad Blvd. (uvp 91) 6.08 46,300.00 59. CORE DE LA PINA A - Yarrow Dr. to Cosmos Ct. 6.00 23,800.00 60. ALGA ROAD H - Nicante Rd. to Cazadero Dr. 5.83 89,100.00 5.33 87,150.00 61. AR-LAND ROAD BUENA VISTA WAY K - Crest Dr. to Valley St. 5.33 70,600.00 62. ADAMS STREET B - Chinquapin Ave. to 326.0' North 5.26 7,350.00 F - Chinquapin Ave. to Hamison St. 5.26 21,100.00 63. EL CAMINO REAL S - Chesmut Ave. to 1848.0 South (CIP 91-92) 5.17 169,200.00 64. LA PORTALADA DRIVE A - Milano Dr. to Tamarack Ave. 5.00 4,280.00 ALTISMA WAY A - 49.0' n/o Alicanre Rd. to 211.0' Nod 5.00 4,750.00 VENADO STREET A - 28.0' w/o Esfera St. to 83.0' West 5.00 1,850.00 CHESTNUT AVENUE A - Lincoln St. to 285.0' East 5.00 11,400.00 B - Lincoln St. to Garfield St. 5.00 8,400.00 G - Washington St. to 400.0' West 5.00 16,000.00 H - Garfield St. to 143.0' East 5.00 5,700.00 VALLEY STREET D - Oak Ave. to 208.0' North 5 .oo 8,200.00 E - McCauley Ln. to Buena Vista Wy. 5.00 17,700.00 I - Elm Ave. to Buena Vista Wy. 5.00 23,500.00 DONNA DFUVE A - Chesmut Ave. to 528.U Noh 5.00 11,900.00 C - Basswood Ave. to Janis Wy. 5.00 73,900.00 D - Falcon Dr. to Basswood Ave. 5.00 7,150.00 E - Falcon Dr. to 138.0' Nod 5.00 3,100.OC F - Chesmut Ave. to Charleen Cir. 5.00 4,800.00 G - Charleen Cir. to 112.0' North 5.00 2,500.00 7,100.00 K - Falcon Dr. to Basswood Ave. L - Falcon Dr. to 134.0' Noh 5.00 3,000.00 CHINQUAPIN AVENUE A - West end of sneer to 150.0' East 5.00 6,000.00 D - Jefferson St. to 164.0' East 5 .oo 3,700.00 F - Adams St. to 240.0' East 5.00 9,600.00 G - Highland Dr. KO 249.0' WeSK 5.00 9,950.00 H - West end of street 10 218.0' East 5.00 8,700.00 1 - Harrison St. to Adams St. 5.00 21,100.00 J - Highland Dr. to 249.0 West 5.00 9,950.00 GARFIELD STREET D - Chesmut Ave. to 29.0' North 5.00 1,150.00 WESTHAEN DFUVE B - Chesmut Ave. to Park Dr. 5.00 12,300.00 D - Chesmut Ave. to Park Dr. 5.00 15,250.00 CORE DEL ABET0 A - Camino Vida Roble to end of sueet 5.00 47,500.00 TOTAL $1,269,530.00 A - Buena Vista Wy. to Highland Dr. ARENAL ROAD A - El Camino Real to Esuella De Mar 5.00 5,950.00 5.00 CORTE DEL NOGAL ~ A - Camino Vida Roble to end of street 5.00 47.500.00 SIDEWALK CONSTRUCTION - PROJECT COORDTNATlON HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year) UUP - UTILITY UNDERGROUNDING PROGM (Programmed Fiscal Year) CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year) B6 li I I I I I 1 I U 1 I I I II I 1 1 1 SIDEWALK PRIORIR LIST (Connnued) PRIORITY SIDEWALK E LOCATION SEGENT = 64. OAK AVEhWE D - Highland Dr. to 203.0' East 5.00 (cont) G - Easterly end of meet to 107.0' West BASSWOOD AVENUE F - Donna Dr. to Ridgecrest Dr. 5.00 I - Highland Dr. to 165.0' West J - Monroe St. to 237.0' West K - Monroe St. to Belle Ln. M - Donna Dr. to Ridgecrest Dr. 5.00 5.00 5.00 5.00 5.00 SKYLINE ROAD A - MacArthur Ave. to 528.0' South 5.00 65. PARK DRIVE L - Hillside Dr. to 792.0' South 4.50 66. ALGA ROAD B - Cazadero Dr. to El Camino Real 4.38 67. CANNON ROAD A - Los Robles Dr. to El Arb01 Dr. Cuup 91) 4.05 68. EL FUERTE STREET A - Santa Isabel St. to 2112.0' South 3.10 69. PARX DRIVE K - Tamarack Ave. to 1584.0' South 3.00 70. COVE DRIVE A - End of meet to 792.0' North 2.50 2.50 2.50 I-IILLSIDE DRIVE 2.50 2.50 OAK AVENUE 2.50 PALMER WAY/ 2.50 COUGAR DRIVE BASSWOOD AVENUE G - Adams St. to 434.0' East 2.50 2.50 SKYLINE ROAD C - Tamarack Ave. to 1056.0' North 2.50 2.50 HIGHLAND DRIVE 2.50 2.50 2.50 71. ADAMS STREET A - Harrison St. KO Park Dr. 2.18 72. OAK AVENUE C - Highland Dr. to Pi0 Pic0 Dr. 1.67 LAGUNA DRIVE 1.67 1.67 BASSWOOD AVENUE . C - Valley St to 181.0' West 1.67 SmLINE ROAD B - Tamarack Ave. KO 1584.0' North 1.67 HIGHLAND DRIVE. B - Hoover St to Ad- St 1.67 73. EL CAMINO REAL B - La Costa Ave. to 3168.0' North 1.36 1.36 GARFIELD STREET J - Southerly end of street to 1056.0' North E - Tamarack Ave. to Monroe St. B - Park Dr. to Highland Dr. (CIP 95-2000) F - Highland Dr. to Pi0 Pic0 Dr. A - Impala Dr. to El Camino Real C Tamarack Ave. to Monroe St. A - Park Dr. to Highland Dr. (CIP 95-2000) 2.50 SUNNYHILL DRIVE H - Eureka PI. to 415.0' East D - Alder Ave. to Westhaven Dr. A - Chinquapin Ave. to Hoover St. (CIP 95-2000) C - Tamarack Ave. to Chinquapin Ave. (CIP 95-2000) L - Chinquapin Ave. to Hoover St. (0 95-2000) A - Elmwood St. to 57.0' e/o Pi0 Pic0 Dr. I - Elmwood St. to 85.0' e/o Pi0 Pic0 Dr. C - &mal Rd. to 2640.0' NO& I TOTAL SIDEWALK CONSTRUCnON - PROJECT COORDINATION HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year) UUP - UnLITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) CIP - CAPITAL IMPROVEMENT PROJECT (Programmed Fiscal Year) B7 SIDEWALK PRIORITY LIST (Continued) 2RIORll-Y SIDEWALK EST. - XkYK LOCATION SEGMENT -- POINTS COST 74. BEECH AVENUE F - Garfield St. to 99.0' East 1.00 ~2,200.00 MILANO DRIVE A - Trieste Dr. to La Portalada Dr. 1 .oo 7,050.00 B - La Portalada Dr. KO 346.0' East 1.00 7,800.00 GRAND AVENUE C - Hope Ave. to end of street 1.00 16,850.00 D - 16.0' e/o Hope Ave. to 92.0' East 1.00 3,600.00 SUNNYHILL DRlVE A - 208.0' n/o Hillside Dr. to Madlrrhur Ave. 1.00 21,100.00 B - 83.0' s/o Tamarack Ave. to MacArthur Ave. 1.00 18,500.00 PARK DRIVE H - Monroe St. KO Westhaven Dr. 1.00 16,850.00 75. LA COSTA AVENUE A - Piraeus St. KO El Camho Real (CP 93-94) 0.91 760,150.00 N - Piraeus St. KO El Camho Real (CIP 93-94) 0.91 760,150.00 M . Rancho Sara Fe Rd, 10 2376'0 Easr 0.54 53,450.00 77. SU"YH1I.L DRNE D - Tamarack Ave. KO 1320.0 South HOOVER STREET A - Highland Dr. to Adams St. 0.33 63,400.00 78. PARK DRIVE A - Monroe St. to Westhaven Dr. 0.20 165,100.00 CREST DRIVE A - Buena Visra Wy. to Forest Ave. 0.20 160.100.00 TOTAL $2,109,100.00 PROJECT TOTAL $9,868,505.00 0.33 52,800.00 76. LA COSTA AVEhVE SIDEWALK CONSTRUCTION - PROJECT COORDINATION HR - HOUSING & REDEVELOPMENT (Programmed Fiscal Year) XJ? - UTILITY UNDERGROUNDING PROGRAM (Programmed Fiscal Year) C:? - CAPITAL IMPROVEMEhT PROJECT (Programmed Fiscal Year) Bs I I I I I I! APPENDIX D II I I La Costa Area Traffic Impact Fee Agenda Bill 1 1 I 1 i 1 I I I 1 b 1 I I 8 I2 u! a I; * u i. & 0 0 a 1: ai IZd (0 1; U If 4 p. Ij 9 I; I e g F 2 =c 0 z 3 I 1 1 i 8 CITY OF CARLSBAD - AQENOA BILL DE AUTHORIZING A TRAFFIC IMPACT FEE FOR AB#.qM = MTQ. THE LA COSTA =EA. CI' DEW. PLN CI'I , authorizing the collect La Costa area of the City 0 , APPROVING the list of F a traffic impact fe in t mpact Fee, to be funded by the T @ a At the City Council meeting of July 23, 1985 the Council ad Resolution No. 3118 which authorized the collection of an i traffic impact fee of $25.00 per daily trip generated by al uses in the La Costa area. Said fee warn to remain in cffcc pcndfng the reoults of a Tr8ffic Impact Pee Study which was subsequently awarded to the consulting firm of Barton-Aschm, Associates of Pasadena. That study haa been concluded and the basis for the recommended action, & Br.letrtiocmary ( report is attached as Exhibit 1 , A draft of the report is available in the Planning Department. The area from which" the fee is be be collected is shown on 2, and is bounded roughly by Interatate 5 on the mat, Pain! Catrillo on the north, and the City Linits on the east and I The study concluded that 46 construction projects would be * to mitigate traffic problems in the La Costa area at buildoi the City's General Plan. The projects ranged from minor la1 additions at intersections, to traffic signal construction q upgrading, to major highway widening and improvement. The estimated cost in 1986 dollars is slightly over $34 million, It is significant that the study dealt in total needs (some which exist today) without regard for potential funding sou! other than an impact fee. A detailed review of the project staff revealed that a number of the proposed projects shoulc logically be funded by developers, assessment districts, or Facilities Fees (PFF). Further, 16 of the projects were de< "not practical" because of environmental, physical, or right Accordingly, the traffic impact fee project list has been re to 20 projects, with a total cost of $7,914.000. The list c projects is attached to Resolution No, fgLq2./ ,(Exhibit 1 includes the perceived staff priority 0 each project. Ado1 of the resolution would approve the project list. @ RECOMMENDED ACTION: 1. ADOPT Ordinance No. C arl sbad , 2, ADOPT Resolution No. ITEM EXPLANATION constraints, I Page 2 of Agenda Bill No, g2 60 cdl It is significant that all future traffic problems in the I area cannot be mitigated if there is buildout to the densit of the General Plan. Poor peak-hour levels of service will at places such as La Costa Avenue at Rancho Santa Fe Road, Avenue at 1-5, La Costa Avenue at El Camino Real, and Alga El Camin0 Real, The mitigation measures needed to attain ' peak-hour levels of service at those locations are simply practical to initiate. That is not uncommon in many South, California urban areas. The recommended list of traffic impact fee projects totali $7,914.00, will require a fee of $67.00, per daily trip ge by each new residential unit, and a fee of $27.00, per dai generated by all other land uses. The SANDAG table of reg trip generation would be the basis for the number of trips generated. The reason for having two different fees is tc the traffic generation phenomenon of "double-counting". E example, approximately 60% of the daily trips generated bi neighborhood shopping center are trips coming from the nec residential areas, where they were already counted once. proposal, the traffic impact fee to be charged a single fi (which generates ten daily trips) is $670,00. That compai established interim fee of $250. Attached as exhibit 4 i! ordinance NO. ?\a7 which would impose the fee, At the present time, seven projects in the La Costa area, total of 639 residential units, are "on-hold" pending det by the City Council of the Traffic Impact Fee, and subseq approval of the projects by the Planning Commission. Several factors are inherent in the recommendation: 1) A consistent monitoring and review process is re Traffic growth prediction is not an exact scienc fee structure should be reviewed and subject to least every two years. 2) Some of the projects deal with traffic problems existent today. But it will take several years traffic impact fee to generate meaningful revem Consideration should be given to allowing the T- Impact Fee fund to nborrown from other City SOU repaid with interest when the fund is able to dc E i Page 3 of Agenda Rill No. 12 6 8 &'I I I I I I I I 1 I I I I I I I I I D Also, it may be possible in some cases to have develc build the needed improvements, and "credited" for otl future improvements, or reimbursed when the fund is solvent. However, it is significant that the recommt fee structure makes no provision for debt service. 1 borrowing with an interest requirement would require upward re-evaluation of the fee. 3) In reducing the consultant's original project list fi to 20 projects, it was assumed that several major prt would be funded by either a bridge and thoroughfare assessment district, or a developer (single-party) assessment district. Should either of these methods through protest or inaction, major upward adjustment: would be necessary in the traffic impact fee. problems cannot be mitigated, the City appears to hai least two options! a) Settle for a lower level of service at certain 4) With respect to dealing with locations at which all intersections during a one or two-hour peak peric As previously stated, that is not uncommon in ma Southern California urban areas. h) Consider lowering the allowable density of the G Plan. That would have two major effects. It wo lower traffic generation, thus lowering some improvement needs. But it would also reduce the number of units from which a fee could be collec At present, a review of the La Costa Master Plan taking place and could consider the ramification reduced density. Any consideration of reducing densities in the La Costa area should include th regional significance of streets such as La Cost Avenue, El Camino Real, Rancho Santa Fe Road, an traffic generation, surrounding communities such Encinitas, San Marcos, Vistz, Escondido, Oceansi and county areas will continue to grow and impac Carlsbad's street network, and perhaps even incr their densities over those now contemplated. 5) As a follow-on to this item dealing with the La Cost area, the concept of a City-wide traffic impact fee be explored before development impacts similar to th La Costa are felt in other parts of the City. Olivenhain Road. While Carlsbad might reduce it ( Page 4 of Agenda Bill No. FISCAL IMPACT Positive: Tax-free funding of $7 million in needed traffic improvements . Negative: Fund administration costs estimated at $20,000 p year. EXHIBITS 1. 2. Map of Boundaries of Fee Area 3. Resolution NO. 8sqr/ , Project List 4. Ordinance No. xi0 7 I Imposing Fee Executive Summary of Barton-Aschman Report I I a I 3- A!! Eii 1 I 2g m $1 2; I i$j 1 % I I IL 8! E! -n il 85 1 I p; 38 Us) ZR R 8 9F !I; rE - 1 18 92 €4 48 ejgH W U U a a I Ba p1 .E .. u E bM 0 4 4 v 0 n 0 0 0 *Q: U 4 m *E 2 UI'e w i!i rl U 2 JC3 z 3 3 a.3 5 eee" Qw w 0 U jj m I i3j:i 3 Eijg%$ -8- 1 I E I I I I =$ we I ii Ii3 ru s 8. B 3 3 3 3: ii m F .. qiig @ 3 -d 3!?l r N m d R i a: ig 4 a: 9 a 3 2 64333 .rl 3 iii L PC a* EXt- V m 4 U u) W 8 z m * 2 m 3 UJ 0 cn a z L, a (II c .a"< s 3 Q, e -8 4 4 $1 3 3% 33 33 ia 8-4 $ 4J M 5 4 w 2 5 .d W rn 8j z, tj-g U t d 8 'p 4 a 4 E! E! 'r! d a: U -El V Ad d In u) IC Q) I F a,$ [! 85 n 0 v+ a -Q B & Qo 3 c41. a a I4 $I 3 ! * 4 8 1 b 4- k B: JJ >( y 6% $2 *> Q, $8 $8 8 P * 4 %’ i Iu Ar) Q,rv Q,W 0 >e 2Fl a;; a’* >$ sr >.I E W m 4 V V 0 0 a: v 0 0 0 \o m * (z c QI P 3 a b 8s (z (z (z 2s cb y! m g .PI k B 6a Bsij x is Q gij c !d v 4 : z r) “3 id 3 2 ;j sz N E mal $1 d tl e & H2 19 a JJ JJ a a 5 5 +) “1 e 16 w s L) JJ a EY, 3 -4 4 s 4 E a H r4 3 3 u v) pi 4 d 0 4 !!j 4J p w$ k! 4 2 I4 k dL) c cy F U 3 L, 3! i i E E !* 5 ;a‘ 2 4 35 3s 34 %! 3! 32 -s OI ii L, i8 ;a‘ E C -44 -4 C Cn Q, a a E C Q, .PI -4 .PI dk 9 9 9 0 0 0 0 0 -4 !! -PI JJ ;4 ;a’ 1 i a‘ cz 3 3 d sf4 9 .PI 4 4 4 m k a r-4 4 r-4 [am m - a c P - \o - v ul cy m w c c c P c. p.