The URL can be used to link to this page

Home My WebLink AboutCUP 260C; PALOMAR TRANSFER STATION; TRAFFIC IMPACT ANALYSIS UPDATE; 2004-02-04I I I I I I I I I I I I I I I I I I I PALOMAR TRANSFER STATION TRAFFIC IMPACT ANALYSIS REPORT UPDATE Prepared for Greystone Environmental 9474 Kearny Villa Road, Suite 103, San Diego, CA 92126 Prepared by • • • t:H1Nti!ULTING 5050 Avenida Encinas, Suite 260, Carlsbad, CA 92008 CONTACT: DAWN WILSON 760.476.9193 dwilson@rbf.com February 4, 2004 JN 55-100151.001 I I I I I I I • I I I .I I I I 1· I. I I I TABLE OF CONTENTS Introduction ................................................................................................................................... 1 Project Description ........................................................................................................................ 1 Study Area .................................................................................................................................... 1 Existing Conditions ........................................................................................................................ 4 Project Traffic ................................................................................................................................ 8 Future Traffic Volumes .................................................................................................................. 21 Analysis ........................................................................................................................................ 26 Mitigation Measures ...................................................................................................................... 34 Project Percent Responsibility ....................................................................................................... 35 Conclusion ................................................................................................................................... 36 Appendix A: Appendix 8: Appendix C: APPENDICES Traffic Count Sheets Project Trip Assignments ICU Worksheets I I I I I I I I I I .I I I I I I I I I LIST OF EXHIBITS Exhibit 1: Project Location ............................................................................................................. 2 Exhibit 2: Project Site Plan ............................................................................................................ 3 Exhibit 3: Existing Conditions Geometry ........................................................................................ 6 Exhibit 4: Existing Conditions Peak Hour Volumes ........................................................................ ? Exhibit 5: Existing Conditions Collection Truck Trip Distribution Percentages ............................... 12 Exhibit 6: Short-Term (2006) Collection Truck Trip Distribution Percentages ................................. 13 Exhibit 7: Horizon Year (2020) Collection Truck Trip Distribution Percentages .............................. 14 Exhibit 8: Transfer Truck Trip Distribution Percentages (All Scenarios) ......................................... 15 Exhibit 9: Existing/(2006) Passenger Car Trip Distribution Percentages ........................................ 16 Exhibit 1 0: Horizon Year (2020) Passenger Car Trip Distribution Percentages ............................. 17 Exhibit 11: Existing Project Trip Assignment ................................................................................. 18 Exhibit 12: Short-Term (2006) Project Trip Assignment.. ............................................................... 19 Exhibit 13: Horizon Year (2020) Project Trip Assignment.. ............................................................ 20 Exhibit 14: Existing Plus Project Conditions Peak Hour Volumes ................................................. .22 Exhibit 15: Short-Term (2006) Conditions Geometry ..................................................................... 23 Exhibit 16: Short-Term (2006) No Project Conditions Peak Hour Volumes .................................... 24 Exhibit 17: Short-Term (2006) Plus Project Conditions Peak Hour Volumes ................................. 25 Exhibit 18: Horizon Year (2020) Conditions Geometry .................................................................. 27 Exhibit 19: Horizon Year (2.020) No Project Conditions Peak Hour Volumes ................................. 28 Exhibit 20: Horizon Year (2020) Plus Project Conditions Peak Hour Volumes ............................... 29 LIST OF TABLES Table 1: Project Trip Generation ................................................................................................... 9 Table 2: Hourly Trip Distribution .................................................................................................... 10 Table 3: ICU Level of Service ........................................................................................................ 26 Table 4: Intersection Level of Service ............................................................................................ 30 Table 5: Segment Level of Service ................................................................................................ 32 Table 6: Intersection Project Percentage ....................................................................................... 36 I I I I I I I I' I I I I I I I I I I I INTRODUCTION RBF Consulting was retained to prepare an updated Traffic Impact Analysis Study for the proposed expansion of the existing Palomar Transfer Station located in the City of Carlsbad, California. Residential and commercial waste is brought to the transfer station by local collection trucks. The waste is then loaded onto transfer trailers and hauled to landfills or recycling centers. The transfer station is currently permitted to process 800 tons-per-day (TPD) of mixe~-waste plus green-waste and recyclables. The project applicant is requesting that the City of C~rlsbad issue a conditional use permit to allow for processing of up to 2,250 TPD and 14,000 tons-per-week (TPW). A detailed analysis was undertaken to determine the impact of the proposed expansion to traffic operations on the surrounding roadway network. The steps involved, determining existing traffic conditions, establishing project traffic and distribution, determining future traffic conditions, completing segment and intersection analyses and defining mitigation as appropriate. Each of these steps and the ensuing results are presented herein. PROJECT DESCRIPTION The proposed expansion of the Palomar Transfer Station will increase its processing capabilities from 800 to 2,250 TPD. The project site is located on South Orion Way, east of El Camino Real and north of Palomar Airport Road in the City of Carlsbad, California. The ingress and egress of project traffic from the site will remain the same, with three driveways on Orion Way. Current major service areas of the transfer station include the cities of Carlsbad, Rancho Santa Fe and Del Mar. Other service areas include parts of Camp Pendleton, Oceanside, Valley Center, Escondido and the unincorporated areas of Vista and San Mlrcos. The transfer station currently transfers materials to two landfills; Sycamore Canyon in the City of San Diego and Otay Landfill in an unincorporated island in the southern portion of the City of Chula Vista. These service areas and transfer-to sites are assumed to remain the same for the analysis in this report. Exhibit 1 shows the location of the project site in relation to the regional transportation network. Exhibit 2 shows the site plan for the proposed expansion. STUDY AREA The analysis methods and study scenarios contained herein are based upon City of Carlsbad guidelines. The study area includes all intersections and roadway segments that are expected to accommodate 50 or more peak hour project trips. The study area also includes future roadway segments and intersections that affect trip distribution in future scenarios. The roadway segments and intersections analyzed within this report are identified below. I I I I I I I -1 I I I :1 I 10 NOTTO SCALE PROJECT LOCATION MIRAMAR b ary 2004 55-100151.001-Fe ru ESCONDIDO SANTEE EL CAJON PROJECT LOCATION EXHIBIT 1 0 NOTTO SCALE .. .. --·1111111 .. .. : .. ... -- "" _,.. """'::-,_ .c;:,. = e::, <=> C: ¢: ¢ ¢:> ... --•·-·-••·----··-···••••r••-·-· -- -~--H~L~-----~-~ .~ t::>LAHE'S-~ • ~ IQ, -=-____ .!)~R:JICl'.:::::,....,~.--.. c:,,-·--c> ________ J ~ I -~•ac.otl IQ <;:I i E ! E3SCA1£HOUS£ .. .. ts..s-.. i INOEX Of DRAWINGS Slt.-J ""Ol'aStO ,in: PIM -0"10.S I • 2 "W-1 ~'ll'Tf~ • tlf'llOII 1 'Slll-:1 ~,.n:,..--r;.-1.ac I /ltJ: til:-• NIIOl'O:Sm11TI"-""-~O'ISJ BUILDINO OATA 8U!LDING CODE DATA LCCCND LEGAL DESCRIPTION VICIHITY MAP OWNER )L------,-------------------------------------1 j RECBNED HAR -8 20Bf 'i ! •1--.---.---,--------------.=--==---==-===----.------,.--------,---------'---.----------------===,----l I ~ j I ..,_ ---URS ALLIED WASTE COMPANY CARLSBAD lRANSFER STATION MOOIFICATIOH$ --..,_, .. ,,,.,_ •~-CM< COVER .,.. .. _..,, _.,, ~ ""' ----- ,1, s.w. ~ $wtt. ,00 SAN MAFlCOS, CAl.fORNIA PROPOSED SllE !'LAH ,•.:,a• ~Y' ................ ,,JIO, .. _ ... f::l,~:~= ,,.,., """'· -::i;;-::.i.:"'=•:::-c::.:.-'-----=='------'----..L..---'----'-----'------'---------'-------------"'-----------------..L--l--J PROJECT SITE PLAN 55-1000151.001 -February 2004 EXHIBIT2 I I I I I I I I I I .I I I I Roadway Segments • Faraday Avenue -west of El Camino Real • Faraday Avenue -from El Camino Real to El Fuerte Street • Faraday Avenue -from El Fuerte Street to Melrose Drive • Faraday Avenue -east of Melrose Drive • Palomar Airport Road -west of El Camino Real • Palomar Airport Road -from El Camino Real to El Fuerte Street • Palomar Airport Road -from El Fuerte Street to Melrose Drive • Palomar Airport Road -east of Melrose Drive • El Camino Real -north of Faraday Avenue • El Camino Real -from Faraday Avenue to Palomar Airport Road • El Camino Real -south of Palomar Airport Road • El Fuerte Street -from Faraday Avenue to Palomar Airport Road • El Fuerte Street -south of Palomar Airport Road • Melrose Drive -north of Faraday Avenue • Melrose Drive -from Faraday Avenue to Palomar Airport Road • Melrose Drive -south of Palomar Airport Road Intersections • Faraday Avenue I El Camino Real • Palomar Airport Road/ El Camino Real • Faraday Avenue / El Fuerte Street • Palomar Airport Road / El Fuerte Street • Faraday Avenue/ Melrose Drive • Palomar Airport Road I Melrose Drive Five study scenarios were addressed and analyzed within this traffic study as follows: • Existing, Existing plus Project • Short-Term (2006), Short-Term (2006) plus Project • Horizon Year (2020), Horizon Year (2020) plus Project EXISTING CONDITIONS Existing conditions were summarized in terms of roadway lane geometrics and existing traffic volumes. Each of the existing intersections and roadway segments addressed in this study currently operate at acceptable levels of service. The trips currently generated from the existing project site, which processes 800 TOP, are included in the existing traffic volumes. 4 I I I I I l I I I I I I I I I I ii I .1 Roadway System The roadways analyzed within this study are described below. Existing lane geometrics can be found in Exhibit 3. El Camino Real (ECR) is a six-lane primary arterial divided by a raised median and traverses in a north/south direction within the study area. Palomar Airport Road (PAR) is a six-lane primary arterial divided by a raised median and traverses in an east/west direction within the study area. Faraday Avenue is a four-lane secondary arterial traversing in an east/west direction north of the project site within the study area. Improvement plans expected to be in place by 2006 include extending the roadway from Melrose Drive to meet the north end of the future El Fuerte Street extension. Improvement plans expected to be in place by 2020 include extending existing Faraday Avenue from El Fuerte to its current termination east of El Camino Real. El Fuerte Street is a four-lane undivided collector roadway traversing in a north/south direction east of the project site within the study area. Improvement plans expected to be in place by 2006 include extending El Fuerte Street from south of Palomar Airport Road north to meet future Faraday Avenue. Melrose Drive is a six-lane primary arterial separated by a raised-median traversing in a north/south direction east of the project site within the study area. Improvement plans expected to be in place by 2006 include extending the roadway from Palomar Airport Road to Faraday Avenue. Existing Traffic Volumes Intersection a.m. and p.m. peak hour turning movement volumes were obtained from the City of Carlsbad's 2003 Growth Management Plan. These volumes were manually counted in July and August of 2003. Intersection count data for the intersection of Melrose Drive / Faraday Avenue was obtained from the City of Vista. All volumes represent weekday peak hour conditions and were derived using the greatest volume of traffic for any one-hour period within the following peak hour study periods: between 7:00 a.m. and 9:00 a.m. for a.m. peak hour and between 4:00 p.m. and 6:00 p.m. for p.m. peak hour. The existing traffic volumes include traffic from the current 800 TPD facility. Exhibit 4 shows the a.m. and p.m. peak hour turning movement volumes at each study intersection. Peak hour traffic count sheets are included in Appendix A. 5 0 NOTTO SCALE 55-1000151.001 -February 2004 LEGEND: \. Project Site Existing Roadway • Study Intersection Future Roadway , , ' I I I I I I EXISTING CONDITIONS GEOMETRY EXHIBIT3 --- / ...... ;:;; ' / l!)l!J'<t ' !::: w !:e \.. 16/85 \ I 'cf, l:3 Sl -39/91 1 ;; 1 ~ ,58/284 I 271153..J 90171- \ ~23/691, 0 NOTTO SCALE .,,,_--....... ...... "t:::icri~ ' / !::: "2 ~ '-875/524 \ Project Site NM'<!" I ~ ~ ~ -1138/889 \ .,,; t \._ , 633/490 I LEGEND: XX/YY • 55-1000151,001 -February 2004 I Existing Roadway AM/PM Peak Hour Volumes Study Intersection Future Roadway Rd -·---·---·-·--- .,., I I I I I I I I I I I .,., --- EXISTING CONDITIONS PEAK HOUR VOLUMES EXHIBIT 4 I I I I I I I I I I I I I I I I I I I PROJECT TRAFFIC The proposed expansion of the Palomar Transfer Station consists of expanding processing capabilities from 800 TPD to 2,250 TPD. The project traffic is defined in a three-step process • including project trip generation, trip distribution and trip assignment. Each step is outlined below. Trip Generation Trip generation for the proposed expansion of the Palomar Transfer Station was developed using information regarding the operation of the site and the anticipated tonnage of material processed. The project site currently generates traffic on the surrounding roadway network. Because the transfer station already exists and operates, project traffic was defined as being the net increase in trips that will be generated by the expansion of the site, not the total site traffic. In order to determine the types of vehicles and amount of traffic generated by the existing site, 24-hour tube counts and classifications were collected at the project site driveways for five days. Waste Management also supplied an updated trip generation table from a study of the site prepared in 1997. This information helped to identify the types and tonnage carrying capabilities of the trucks and automobiles that enter and exit the site. Tube count and classification worksheets can be found in Appendix A. For trip generation purposes, the vehicles currently generated by the site were classified into five general types. These include collection trucks (4-ton capacity), collection trucks (8-ton capacity), transfer trucks (22.5-ton capacity), employee vehicles and other autos. The site was estimated to be currently bringing in 800 TPD and exporting 900 TPD via transfer trucks. The extra 100 TPD going out accounts for the collection of waste on the weekend. Transfer trucks do not export waste on Sunday, therefore trash collected on Sunday was distributed equally to the outbound trash during the weekdays. Collection trucks not carrying waste were also found to enter the site regularly due to the maintenance of trucks originating from inside the site as well as from outside the site. Future site volumes were calculated by direct relationships of existing vehicles mix, existing site tonnage, and future site tonnage. Existing project volumes were subtracted from the calculated future project volumes to yield a net increase in project traffic. Table 1 shows the number of one-way trips for each vehicle classification, as well as the change in average daily trips (ADT's) for each type of vehicle associated with the site expansion. 8 I I I I I I I I I I .I I I I I I I I I Table 1 Pro·ect Trip Generation Existing Weekday (one way) Proposed Weekday (one way) 712TPD Mixed Waste and Green Waste 89 TPD Recyclable 104Collection Truck-using station (in) 10 4-ton trucks (in) 10% 94 8-ton trucks (in) 90% 60 Collection Truck-NOT using station (in) 625Total Weekend Tonnage* 41 Transfer Truck Trips (out) 95 Employees on-site 143 Employee Trips (in) 79 Other Autos 1,800 TPD Mixed Waste 450 TPD Recyclable and Green Waste 291 Collection Truck-using station (in) 28 4-ton trucks (in) 10% 263 8-ton trucks (in) 90% 169 Collection Truck-NOT using station (in) 1,756Total Weekend Tonnage* 116TransferTruckTrips (out) 100 Projected # of Employees on-site 151 Employee Trips (in) 222 Other Autos Total Net New Trips (in and out) 375Collection Truck Trips (using station) 218 Collection Truck Trips (not using station) 150 Transfer Trucks 16 Employee Trips 286 Other Autos 1045Total Net New ADT Waste on Weekda s As shown in Table 1, the proposed expansion of the transfer station is expected to generate an additional 1,045 trips per day. The total net new project trips were distributed throughout the day according to existing trends. Hourly percentages of daily volumes for each vehicle type entering and exiting the project site were obtained from the 24-hour tube counts at the project driveways. Because the transfer trucks and collection trucks are large vehicles and have a greater impact on traffic operations, a passenger car equivalent (PCE) factor of 3.0 for transfer trucks and a factor of 2.0 for collection trucks was applied. The distribution of project trips in PCE's throughout the day is shown in Table 2. As shown in Table 2, the total number of project trips in PCE's is 1,937 vehicles per day. 9 Table 2 Hourly Project Trips In Passenger Car Equivalents Weekday AM Hours Vehicle Load* 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 Daily Trips IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT Collection 1,186 593 592 6 0 12 24 30 107 Trucks 47 30 59 47 30 30 42 30 47 30 Transfer Trucks 449 224 224 4 0 4 22 38 13 2 20 11 20 11 0 4 25 9 11 Other Autos 286 143 143 7 0 26 1 7 3 4 6 9 7 13 9 13 10 11 13 Employees 16 8 8 0 0 2 0 0 0 0 0 0 0 1 0 1 1 1 1 Total** 1,937 968 967 17 0 44 47 75 123 53 56 79 74 55 39 60 66 68 55 . . *Load= Total trips m and out for each type of vehicle multiplied by its PCE factor . **Total= Total project trips in and out of all vehicles multiplied by their respective PCE factors. Table 2 (Continued) Hourly Project Trips In Passenger Car Equivalents Weekday PM Hours Vehicle 12:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 Total AM & PM IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT IN OUT Collection 36 59 36 36 47 30 47 59 Trucks 107 59 36 36 6 12 6 6 594 595 Transfer Trucks 16 22 22 31 27 31 18 11 22 4 27 7 9 4 0 0 224 221 Other Autos 6 7 11 11 11 10 10 10 9 21 3 27 1 7 1 0 142 142 Employees 0 0 1 1 1 1 1 1 0 . 1 0 2 0 0 0 0 8 8 Total** 58 88 70 79 86 72 76 81 138 85 66 72 16 23 7 6 968 966 . . *Load = Total trips m and out for each type of vehicle multiplied by its PCE factor . **Total= Total project trips in and out of all vehicles multiplied by their respective PCE factors. 10 I I I I I I I I I I I I I I I I I I I This study analyzes the greatest traffic volumes for any one hour time period between the hours of 7:00 a.m. and 9:00 a.m. for the a.m. peak hour and 4:00 p.m. and 6:00 p.m. for the p.m. peak hour. As shown in Table 2, the greatest one-hour a.m. volume occurs from 6:00 to 7:00 a.m. (198 trips) and the p.m. peak hour volume occurs between 4:00 and 5:00 p.m. (223 trips). Trip Distribution and Assignment Collection trucks, transfer trucks, and passenger cars have different assignment patterns therefore separate percent distributions were calculated for the different trip types for this project. For collection trucks, distribution and assignment was based on the service areas, which were assumed to remain unchanged with the proposed expansion project. Separate percent distributions were also calculated for the three study scenarios because of major road improvements such as the extension of Faraday Avenue and El Fuerte Street that will affect traffic patterns. Exhibits 5, 6, and 7 show the collection truck percent distribution for Existing, Short-Term (2006), and Horizon Year (2020) conditions respectively. Transfer trucks were distributed according to the location of their final destinations, landfills. The current landfills that the site uses are located south of the project site in San Diego, California. The landfills the site uses are assumed to remain unchanged with the proposed expansion. Changes to the roadway network will not affect the distribution of transfer tru·ck trips. Exhibit 8 shows the transfer truck percent distribution for all scenarios. Employees and other auto project trips were combined together and collectively termed "Passenger Cars". Passenger cars were distributed according to the location of types of land uses in the area. A general directional origination percentage of 25% in all directions was assumed. Short-Term (2006) roadway improvements will not affect the distribution of passenger cars over existing conditions. Exhibits 9 and 10 show the passenger car percent distribution for Existing/Short-Term (2006) and Horizon Year (2020), respectively. Exhibits 11, 12, and 13 show the assignment of project generated a.m. and p.m. peak hour trips in the study area for Existing, Short-Term (2006), and Horizon Year (2020) conditions, respectively. The separate assignments of project trips for each vehicle classification can be found in Appendix 8. 11 ---- I I -------' / ' / '\ I 'Q \ I i I \ \ '\ ' ...... ~ " V1 ~ ._ --- 0 NOTTO SCALE I I / / / ' / ' -.. -.,,,---..... .... / ' ' \ \ \ 2so/o°T ~ ~ 0 0 I I I ~ ...... ..... --- LEGEND: ______ , I \ I I \ "' \ V1 I ~ I ~ \ I t ,. ~ ..... I ~ V1 8~ I e I .\..(30%) t \ \ i----I .. \ t \ ;:;:l ~'-#/,' I Project Site Existing Roadway \ \ \ I ------------ Rd (32%)-+- . . I I I ' ' +32% ' ' ' ' I ' I ' I I I . , , , , , , , , , XX% (YY%) Inbound/Outbound Percentage • Study Intersection Future Roadway EXISTING CONDITIONS COLLECTION TRUCK TRIP DISTRIBUTION PERCENTAGES 55-1000151.001 -February 2004 EXHIBIT 5 - I I I \ I - .,,, / \ ' ' ..... - ~ " Vl ~ 0 ....... ---- 0 NOTTO SCALE ,, -------,, ' _,, .. , 7 \ ' '\ \ \ I I / / / ' 25%, ~ -~ 0 0 £ ' / ..... ..:fr ...... ..._. ---- \ \ I ,--- LEGEND: \ \ \ I I / I I I I I \ / I',,) I ~ \ ~1----\ Existing Roadway \ \ XX%(YY%) Inbound/Outbound Percentage • Study Intersection Future Roadway Rd 55-100151.001 -February 2004 -- (32%)+ - +32% ' \ I ' I I I I I I I I I ' I --.. , I : , , I I I I I I --- SHORT-TERM (2006) COLLECTION TRUC~ TRIP DISTRIBUTION PERCENTAGE~ EXHIBIT( -----------.,,. ' ✓,,,,----....... , / ' / ' / \ I \ I \ I .,a% / I I ' I ~ \ I ~ \ I I ~ ,---- \ 0\ -..J I \ ~ ' / ' / ' .,,. ...... ----.,. LEGEND: ..,.,. .. I \ I I I \ I ~ ?f. \ ... I--__ \ -\.. 30% t 0\ -..J ~ Q 0 e t \ ~ I I \ ~ I ~ ,_,, Project Site Existing Roadway \ I I - Rd --- +24% . . I . . I . . . I . I I • . --.. I I , , , , , , , , , I . . I --- XX%(YY%) Inbound/Outbound Percentage 0 • NOTTO SCALE 55-1000151.001 -February 2004 Study Intersection Future Roadway HORIZON YEAR (2020) COLLECTION TRUCK TRIP DISTRIBUTION PERCENTAGES EXHIBIT? ----------..... ,,, ' -/ ' / \ I \ I \ I ~ ~ 0 I 0 \ e I ' ' ,,, / ' \ I I I \ \ \ ~ ..... 0 0 ~ + ~ ..... 0 0 ~ / ' / ' ...... _____ .,,,,, \ \ I I I I ---- LEGEND: I I I \ ..,,,, .. I \ I \ I I \ .\..c100%J t 0 0 cf. Existing Roadway -\ \ Rd XX%(YY%) Inbound/Outbound Percentage 0 NOTTO SCALE • Study Intersection Future Roadway --- ' ' I ' ' ' I I I I I I I I I --- , , , , , , , , I , , I --- TRANSFER TRUCK TRIP DISTRIBUTION PERCENTAGES (ALL SCENARIOS) 55-1000151.001 • February 2004 EXHIBIT 8 - I I I \ \ - / / - -..J VI ~ ..... ------..... - ' / ' / ' / \ I \ I \ ' \ \ \ -- I I -- I I I I --• ' / ' / ..... ._ ---....... LEGEND: -✓• / \ I \ / Iv V, \ / t l.(50%) \ I I I I l.(50%) +,,,, VI "-' 0 V, ~ ~ + I \ ;:;:l ~'-~✓,, Project Site I Existing Roadway - Rd XX%(YY%) Inbound/Outbound Percentage 0 NOTTO SCALE • Study Intersection Future Roadway - (25%)+ - \ \ ' -+25% ' ' ' ' ' ' ' ' . --.. (25%)+ , , , , , , , ' . • ' ' ' ' ' ' s: CD \ ~ --- EXISTING/(2006) PASSENGER CAR TRIP DISTRIBUTION PERCENTAGES 55-1000151.001 -February 2004 EXHIBIT 9 ----------/-- "/ \ --.... / ' / ' I \ I \ I \ I f25% 50%") ~~ V,V\ I 00 e~ I ' / ..... A" ..... ---\ ---/,,,.. ........ I \ /N Vl Vl 0 \ I c?-c?- I + '-.-\. (50%) \ / t I vi 0 e \ \ --.l t \ tr: \ ;,?. I ' / _.,,, I I I I / ' I ' I \ Project Site I I \ .\ 0 NOTTO SCALE ~ N Vl ~ \ I I I ,--- LEGEND: XX%(YY%) • 55-1000151.001 -February 2004 Existing Roadway Inbound/Outbound Percentage Study Intersection Future Roadway Rd --- +25% I . I . . . . . . . . ' --- , , ' , , , , , , , , I I --- HORIZON YEAR (2020} PASSENGER CAR TRIP DISTRIBUTION PERCENTAGE~ EXHIBIT 1C -- I I I \ \ / / ' ' ...... - 0 - 0\ 0\ ::::. 0 '° ..... --- NOTTO SCALE ------..... .... .,, ' / ' / \ I \ I \ 10129 °T ~ t:l / 00 \ ~ I ' ' ......_ ..... ---.\..47;33 t ,. ~ ~ .i,,., ~l'J ::::. .l>, 00 ' ' \ \ I I / / ,------- ' v> Ji> LEGEND: XX/YY • Existing Roadway AM/PM Peak Hour Volumes Study Intersection Future Roadway 55-1000151.001 -February 2004 ------ I I I I Rd . . . . . 35/25-. . . I I . I + 12/36 l I I I I - I I I I I I I , , , --- EXISTING PROJECT TRIP ASSIGNMENT EXHIBIT 11 --- / / / \0 I IJl ..__ Vl I I.O I + ~ °' \ ~ \ 0 \0 ' ' ..... -_,,. --- 0 NOTTO SCALE ----..... -..,., --- I ' / ' / ' / \ I \ 9/29°T ~ .... N w 00 IJl I I I I I I I I \ \ ~ N \0 \ ~ -\.. 1/11 \ t~ -\.. 47/33 I t~ ........ t~ ::::.- .l>, co 75/41 I I t °' I °' \ ::::.-I '\,.. ,_iil,' ' Project Site / / \ \ , ______ _ I I I LEGEND: Existing Roadway XX/YY AM/PM Peak Hour Volumes • Study Intersection Future Roadway Rd - . -- . . ', ',~ \~ \~ \i \~ ' ' . . . . . 35/25+ ' . . I . I . I . I I I --- I I I I I I I I I I I I I c..>' --I C0 I ~ !+9/28 8/5 _j. 27/20 + S: co ~ a> 0 .... --- SHORT-TERM (2006) PROJECT TRIP ASSIGNMENT 55-1000151.001 -February 2004 EXHIBIT 12 ----------/ ' / I ---/ .,,,. ......... / ' / u, ' I ~ \ / ' f" 4/10 11/32~ ~ ~ T 00 W ~~ u, w u, 0 \ I \ \ I I ~ • ~ .\.46/33 t f' -'rv w, W N ::::.-w V1 t 75/41 I I I 0\ 0 \ ~ I ~ '-~~, Project Site I ~ \ I + \------ \ \ \ ' / ' ....... --..,,,.,.. .,,,,, / 0 NOTTO SCALE I I I LEGEND: Existing Roadway XX1YY AM/PM Peak Hour Volumes • Study Intersection Future Roadway ----- ..-4/10 -- ·-------------------------_,..9h·o::.; \ i----· 26/20 ""' \ \ ' \ ' Rd ~\.~ \,~ \~ -.:~ \~ \ \ \ \ \ \ \ I\) ~ \ \ \ ~ + 9/28 \ \ \ ' I \ ' \ I -- 26/20+ , , , , , , , , , , , I I I I I ~9/28 --- ~ °:'55.':':100::":015~1.00~1 .:::feb~ruary~20::-04 ______ H_O_R_I_Z_O_N_Y_E;;;;;,A..,;;,;R...;..,.;(2;;.,;0;.:2~0'-) .:...P~R~O~J~E.:;;:;C..:.T...!T.:.;R~I P~A~S~S~I G;;:.:,~,!!x~!!.IB~~T!.!.!.~; I I I I I I I I I I I I I I I I I I I FUTURE TRAFFIC VOLUMES Future traffic volumes were projected to consider growth in the study area. First, Existing plus Project Traffic was analyzed to show the immediate impact on current conditions. Then Short-term (2006) traffic and Horizon Year (2020) traffic volumes were forecast and analyzed. Project traffic was then added to each of these scenarios to show the project impact. The City of Carlsbad Sub-area model turning movements were used in this analysis. Existing plus Project Traffic Existing total project traffic (Exhibit 11) was added to existing peak hour volumes to show the immediate impact of project traffic. Exhibit 14 shows Existing plus Project traffic volumes. Short-Term (2006) In order to analyze short-term conditions, the expected project expansion completion year and the traffic from cumulative developments expected to be in place by that year had to be established. Major road improvements are expected including extending El Fuerte Street to the north and south of Palomar Airport Road, completing the gap in Melrose Drive from Faraday Avenue to Palomar Airport Road, and extending Faraday Avenue from the east (also Park Center Drive) to meet the future El Fuerte Street extension. Year 2005 traffic volumes obtained from the 2005 Carlsbad Sub-area traffic model maintained by San Diego Association of Governments (SANDAG) was used. This model includes all cumulative projects and roadway improvements expected by 2005. Since the project is expected to be completed in 2006, volumes for 2006 were derived by calculating the forecast overall growth between the 2005 and 2020 model years. The equivalent one-year growth was applied to modeled 2005 volumes for to forecast the 2006 without project conditions. Then 2006 total project traffic volumes (Exhibit 12) were added. Year 2006 lane geometrics were consistent with the Carlsbad Oaks North traffic study prepared by Willdan -WPA Traffic Engineering in May of 2001. Exhibit 15 shows the planned roadway improvements and lane geometrics for 2006. Exhibit 16 shows Short-Term (2006) traffic volumes. Exhibit 17 shows Short-Term (2006) plus Project traffic volumes. 21 --------~---------- ---,,,,. ..... / ~ ' / L!)L!)C") 'l .!::: '° ~ \....43/105 I a1; g ~ -40/97 ,-,-N I .,) t \..._ ,153/343 I \ 27/153_,I \ 90l71- ~23/691, 0 NOTTO SCALE ~ -----...... ,,,,. /~~['g ' / .!:::t::::~ '--887/560\ <.0 en en I ~ t2 ~ -1138/889 \ I ,,,.J t I.._ ,633/490 \ Project Site I 135/294__1 "\ t i' I \ 737/1465-8i ~ ~ / \ 70/86, M 1:2 r::: I ' c.o~~ / ' L!)""°/ ..... .,,. --- LEGEND: Existing Roadway XX/YY • AM/PM Peak Hour Volumes Study Intersection Future Roadway ..... / ...... --.,,,,,,. Rd ' ,,,,. ' / ' ~ /r--""" ' ', """ ~ '--87118 \ / gj~~ -2600/151 l I .,) t I.._ , 6/16 ! , 538/65__1 "'I t r : \1116/3100-~~~ \ 111, / I I I I I : I I . I ---/.,,. ..... ' ' I/ '--0!0 \ I § § § -2772/1498 \ I .,) t \..._ , 260/248 \ I I EXISTING PLUS PROJECT CONDITIONS PEAK HOUR VOLUMES 55-1000151.001 -February 2004 EXHIBIT 14 ------------------- 0 NOTTO SCALE LEGEND: Existing Roadway Future Roadway • Signal Project Site irport Rd ® .r ~~------...... ..i~~,~~ r 1.~~~ .. ~ @@® +• ...... ~ ~~ \ I I I I . . @ Denotes Change from Existing I I I I I , , , , . . I I . I I :.\..@ :+@ :+ •+ ""®@®® :.r l\\~~ :t @.l: ~ @"3-~,,.,. ::t. $ ®@@~ @--. 9?.. ® ®'\ ~ a> 9 SHORT-TERM (2006) CONDITIONS GEOMETRY 55-1000151.001 -February 2004 EXHIBIT 15 ------------------- ---/. ' / ~Lt") ' No:lO ' / $gl~ "---44/147 \ I r---ll"l 00 -67/152 I ) 't( ,98/165 \ \ 55173J \ 75171- ~06/851, ,,,,,,_. --...... / ~ ' /8~:= ' I C l'2 t0 I\_ 980/103!f I ~ b ~ --760/516 \ M <O ,- / .,,; ♦ \... ,565/502 \ ~ Project Site Rd ' ' : ' ' ' ' ' ' ---,,,:;;,... -, / ~~ ' ' I I I ~ "23 i::: '-89/34 \ I ~ ~ ~ -1338/926 \ .,,; • \... ,52/943 \ I 1 146/332..J 'I t I' I \ 509/936-~ ~ 8 / ~---------------.....~---' ,,, ...... 0 NOTTO SCALE \ ,-<OM I 59/168, ~"'-;;;;: / ' r---Oll"l ' ;::ro,,, ...... ,,, --- LEGEND: XX/YY • Existing Roadway AM/PM Peak Hour Volumes Study Intersection Future Roadway ' / Lt") ' / Lt"),-' ~ • OlDOl \_ / --. \ I ~ "' Q2 205 41 \ o \ I bl ~ ;,; -1987 /1423 \ CS., \ I .,,; ♦ \... , 356/344 \ g 1 , 5501394J 'I t r ' ' \1522/1550-~ ~ ~ / \ 15/228....,_ o £:::!-;::: I ' r--,.. Mr-~ / ' ,_ ,,,✓ --- 0 SHORT-TERM (2006) NO PROJECT CONDITIONS PEAK HOUR VOLUMES 55-1000151.001 -February 2004 EXHIBIT 16 ------------------- ---.,,-_ ...... / ~'SI" ' NCOM '\ / t:::: o1 £::! '--111161 , I ;::!: ffi m -68/158 I _71 '(_ ,193/224 \ I 55173...I 75/71- \ ~06/85h1 0 NOTTO SCALE .,,,,, --...... ,,, M ' /~~;:: ' I ~ ~ i; '--992/1072 \ / COM.---760/516 I } 1 \... ,565/502 \ I I 192/376...1 Ji!£ / \ 509/936-g ~ 8 I \ ,59/168, ;::!: ;:: ;:;!; / ' ::: co/ ...... .,,, --- LEGEND: Existing Roadway Project Site XXNY • AM/PM Peak Hour Volumes Study Intersection Future Roadway Rd I : I J \ 650/394..J ~ t (' ' \1557/1575-~ ;e ~ \ 15/228, ~ ~;: ' ~ / ' / ...... .,,, --- I , , , _,,_ --....... , ✓::r--' , , , , , I / ~~ ' I ~ ~ ~ '--89/34 \ I ~ ~ ~ -1347/954 \ I ,,,! ~ I,.._ , 52/943 I I SHORT-TERM {2006) PLUS PROJECT CONDITIONS PEAK HOUR VOLUMES 55-1000151.001 -February 2004 EXHIBIT 17 I I I I I I I I I I I I I I I I I I I Horizon Year {2020) Traffic Year 2020 forecast volumes and lane geometrics were obtained from the 2000 Traffic Impact Fee Study prepared for the City of Carlsbad. These volumes were developed using the 2020 Carlsbad Sub-Area Traffic model maintained by SANDAG. 2020 roadway improvements within the study area include the extension of Faraday Avenue from Orion Way to El Fuerte Street. Year 2020 traffic volumes were posted and then 2020 total project volumes (Exhibit 13) were added. Exhibit 18 shows the planned roadway improvements and lane geometrics for the year 2020. Exhibit 19 shows Horizon Year (2020) traffic volumes. Exhibit 20 shows Horizon Year (2020) plus Project traffic volumes ANALYSIS Intersection Analysis The six signalized study intersections were analyzed according to the Carlsbad Growth Management Plan using the Intersection Capacity Utilization (ICU) method to determine intersection Level of Service (LOS) for existing and future conditions. The ICU method uses per lane capacity and turning movement volumes to determine the volume-to capacity (V/C) ratio and critical movements. The sum of the critical movements yields the V/C ratio for the intersection. The intersection LOS is based on the intersection V/C ratio as shown in Table 3 below. Lane capacities of 1,800 vehicles-per-hour (VPH) for each left turn lane, 2,000 VPH for each thru-lane, and 1,800 VPH for each right-turn lane was used in the analysis. Table 3 ICU Level of Service V/C Ratio LOS 0.00 -.060 A 0.61 -0.70 B 0.71 -0.80 C 0.81 -0.90 D 0.91 -1.00 E over 1.00 F The V/C ratio and LOS for each intersection and scenario are summarized in Table 3. ICU worksheets for each intersection and scenario are provided in Appendix C. The city threshold for acceptable levels of service is LOS Dor better. As shown in Table 4, all study intersections are forecast to operate at acceptable levels of service in all scenarios, with the exception of Palomar Airport Road/ Melrose Drive in the Short-Term 26 ------------------- 0 NOTTO SCALE '\, LEGEND: Existing Roadway Future Roadway • Signal Project Site p..irport Rd @ Denotes Change from Existing 1.~~ +• +~ ...... '\ I I I I I ' I I I I I I I I I . . .. ' ' I ' :.\.. :+ •+ :+ @ :£ ~ -55--100-015-1.0-01--Fe-brua-ry2-004 _________ H __ O_R_IZ_O __ N_Y_E_A_R.....,.(2_0_2_0..,)~C_O~N_D~IT...:.,IO~N~S;..,;G~E~O;.:.:~:.:.:;x~-l!.:..:.1~~~ .. ------- ---/ r- / CXl CXl I m~~ ' I ~~~ \...355/763\ I ~~~ -532/175 \ I ,.J t ~ ,86/312 I 58/159_1 "'\ t I" \ 89/399-g ~ r=: I \ 360/589, ~ 2 g U1C"l co r-.... / ' ' ...... --__ or-,. .,,,.--~ ....... -fu (:;:; <.O ' /r-M'Sj-\ I ~ !:: t:: \... 969/915 ~ ~ &J -892/618 \ I ..,.. r--r--,.J t I,.._ ,589/857 \ 0 NOTTO SCALE \ 187 /327 _j \ 689/968- \ 7/197,._ I LEGEND: XX/YY • I I I .,,,,,,. --....... / ' / ' ,.... .,.,,.... \...16/6 .Ct::~ -986/777 <.O .,., r-- ,.Jt~ ,228/661 Project Site \ \ Rd Existing Roadway AM/PM Peak Hour Volumes Study Intersection Future Roadway ... --- 506/767_.,,. \ 393/164- \ 421/383, - ..... .. I • I I I I I . I • . ' / r--' s: ', ,/ r-CO<.O ' (I) \ / ~£2~ \...209/157 \ '3 ~ I ~ ~ ~ -1869/1537\ (/l \ I ,.J t ~ ,278/348 I ~ : \ 455/92_.,,. "'\ t I' I ~ , \1773/1414-Sl ~ ffi -------\ 78/411, * ~ ffi I ' MM / ' / ..... / --- .. -- ~ HORIZON YEAR (2020) NO PROJECT CONDITIONS PEAK HOUR VOLUMES 55-1000151.001 -February 2004 EXHIBIT 19 ---.. ----- ,,,. --....... / ,-..... / ~Si (j) ,-(V) I ~ ~ ~ '-.. 382/783 / CX) LOO -533/189 t ; '"i \_ 1 181/337 I 58/159J '"\ t r 90/400-§5 ~;:::: \ N r------360/589, -;::: ~ g \ I.OM ' CXl!;;;: / ..... .... .,,. ....... --.,,,, 0 NOTTO SCALE " ----............ .,,. ' /rr,~c.o ' / 2 2 ~ \...978/943 \ / CX)l.00 """o oo -892/618 \ f ; r" ,589/857 l I I \ 231/369.,1 ')_ l cb J \ 689/968-~ ffi Rl \ 7/197, g;:;,;:;:; / NC:00 Project Site '-Mr--/ ..... .....,,. --- LEGEND: xx.MY • Existing Roadway AM/PM Peak Hour Volumes Study Intersection Future Roadway -- Rd -- ...... ---- I I I I ,' , , , ' ' / r--' s: ~ ,/ ,-CX)CX) ' (0 ~ I ~ ~~ '-209/157 \ =i \ I ~~;! -1878/1565~<a, \ I ,.J t \.,. 1 278/348 \ O i I 455/92 J '"\ t r I .,... , \ Ncnco • 1773/1414-.Q!~~ \ 78/411, ~~ff; I ' (V) M / ' / ..... .,,. -- HORIZON YEAR (2020) PLUS PROJECT CONDITIONS PEAK HOUR VOLUMES 55-1000151.001 • February 2004 EXHIBIT20 Faraday Avenue/ El Camino Real AM PM VIC Ratio 0.66 0.69 Existing LOS B B Existing + VIC Ratio 0.72 0.73 Project LOS C C Short-Term VIC Ratio 0.80 0.78 (2006) LOS C C Short-Term VIC Ratio 0.86 0.82 (2006) + Project LOS D D Year2020 VIC Ratio 0.86 0.88 LOS D D Year 2020 + VIC Ratio 0.88 0.90 Project LOS D D Note: Deficient intersection operation shown in bold. Table 4 Intersection Level of Service Palomar Airport Rd / Faraday Ave/ El Camino Real El Fuerte AM PM AM PM 0.63 0.88 Future B D 0.64 0.89 Future B D 0.85 0.85 0.52 0.54 D D A A 0.87 0.85 0.52 0.54 D D A A 0.87 0.86 0.68 0.68 D D B B 0.88 0.87 0.69 0.69 D D B B 30 Palomar Airport Rd / Faraday Ave/ Palomar Airport El Fuerte Melrose Dr Rd/Melrose Dr AM PM AM PM AM PM 0.72 0.72 0.27 0.27 0.90 0.78 C C A A D C 0.72 0.72 0.27 0.27 0.90 0.78 C C A A D C 0.89 0.79 0.83 0.85 1.10 0.75 D C D D F C 0.89 0.80 0.83 0.85 1.10 0.76 D C D D F C 0.82 0.68 0.89 0.84 0.90 0.82 D B D D D D 0.83 0.68 0.89 0.86 0.90 0.82 D B D D D D I I I I I I I I I ·I I I I I I I I I I (2006) project and no project scenarios. However the addition of project traffic at this location does not result in an increased V/C ratio. Planned improvements by other projects by 201 O are forecast to improve operating conditions to acceptable service levels. A project is considered to impact an intersection if the V/C ratio increase 0.02 or more at a deficient intersection with the addition of project traffic. As shown in Table 4, no intersections are forecast to be significantly impacted by the proposed expansion project. Segment Analysis A peak hour segment analysis was conducted as required by the City of Carlsbad. Peak hour segment LOS was determined by taking the greatest one-way traffic volume in either direction and dividing that volume by the segment peak hour capacity to yield the segment V/C ratio. A maximum capacity of 1,800 vehicles per hour per lane (VPHPL) was used. The LOS thresholds based on V/C ratios for segments were the same as in the intersection analysis shown previously in Table 3. Table 5 shows the greatest peak hour directional volume, V/C ratio, and LOS for each study roadway segment and each scenario. 31 Table 5 Segment Level of Service Roadway Segment Existing Short Term (2006} 2020 Link VIC LOS Link V/C LOS Link V/C LOS West of El Camino Real 1116 0.31 A 1419 0.39 A 1571 0.44 A El Camino Real to El Fuerte St 460 0.13 A 514 0.14 A 1315 0.37 A Faraday Avenue El Fuerte to Melrose Dr Future 1096 0.30 A 1774 0.49 A East of Melrose Dr 367 0.10 A 1161 0.32 A 1256 0.35 A West of El Camino Real 1801 0.33 A 1436 0.27 A 1587 0.29 A El Camino Real to El Fuerte St 3120 0.58 A 2489 0.46 A 2450 0.45 A Palomar Airport Road El Fuerte St to Melrose Dr 3169 0.59 A 2837 0.53 A 2795 0.52 A East of Melrose Dr 3092 0.86 D 1903 0.35 A 2170 0.40 A North of Faraday Ave 1452 0.27 A 2045 0.38 A 2735 0.51 A El Camino Real Faraday Ave to Palomar Airport Rd 1751 0.32 A 2229 0.41 A 2534 0.47 A South of Palomar Airport Rd 1480 0.27 A 2031 0.38 A 2391 0.44 A Faraday Ave to Palomar Airport Rd 625 0.17 A 1248 0.35 A 1016 0.28 A El Fuerte Street South of Palomar Airport Rd Future 1187 0.33 A 1127 0.31 A North of Palomar Airport Rd 488 0.09 A 2682 0.50 A 2557 0.47 A Melrose Drive Faraday Ave to Palomar Airport Rd 136 0.03 A 2311 0.43 A 2843 0.53 A South of Palomar Airport Rd 616 0.11 A 2338 0.43 A 2535 0.47 A 32 Roadway Segment West of El Camino Real El Camino Real to El Fuerte St Faraday Avenue El Fuerte St to Melrose Dr East of Melrose West of El Camino Real El Camino Real to El Fuerte St Palomar Airport Road El Fuerte St to Melrose Dr East of Melrose Dr North of Faraday Ave El Camino Real Faraday Ave to Palomar Airport Rd South of Palomar Airport Rd Faraday Ave to Palomar Airport Rd El Fuerte Street South of Palomar Airport Rd North of Palomar Airport Rd Melrose Drive Faraday Ave to Palomar Airport Rd South of Palomar Airport Rd Table 5 (Continued) Segment Level of Service Existing Plus Project Link V/C LOS 1117 0.31 A 545 0.15 A Future 367 0.10 A 1845 0.34 A 3145 0.58 A 3194 0.59 A 3117 0.87 D 1462 0.27 A 1810 0.34 A 1508 0.28 A 625 0.17 A Future 488 0.09 A 136 0.03 A 616 0.11 A 33 Short Term (2006) Plus 2020 Plus Project Project Link V/C LOS Link V/C LOS 1420 0.39 A 1572 0.44 A 549 0.15 A 1350 0.38 A 1096 0.30 A 1778 0.49 A 1161 0.32 A 1256 0.35 A 1480 0.27 A 1620 0.30 A 2524 0.47 A 2459 0.46 A 2849 0.53 A 2804 0.52 A 1931 0.36 A 2198 0.41 A 2054 0.38 A 2745 0.51 A 2295 0.43 A 2594 0.48 A 2039 0.38 A 2405 0.45 A 1248 0.35 A 1036 0.29 A 1187 0.33 A 1127 0.31 A 2687 0.50 A 2561 0.47 A 2319 0.43 A 2843 0.53 A 2338 0.43 A 2535 0.47 A I I I I I I I I I I I I, I I ., I I I I The City's threshold for acceptable levels of service for roadway segments is LOS D. As shown in Table 5, all study roadway segments are expected to operate at acceptable levels of service in all scenarios. MITIGATION MEASURES The lane geometrics used in the future analyses of this report are consistent with ultimate lane geometrics contained in the TIF. The resulting mitigation measures needed as a result of the cumulative impact of these projects are listed below. Short-Term (2005) Roadways • Extend Faraday from Melrose Drive west to El Fuerte Street • Extend El Feurte Street from PAR north to Faraday Avenue and to the south • Close gap in Melrose from south of Faraday Avenue to north of PAR • Widen segment of PAR east of Melrose Drive from a five lane roadway to a six lane roadway Faraday Avenue I El Camino Real • Add a westbound right-turn lane Faraday Avenue I El Fuerte Street • Add a northbound thru lane and dual right-turn lanes • Add westbound dual-left-turn lanes and a single right-turn lane • Add a southbound left-turn lane and a thru lane Palomar Airport Road I El Fuerte Street • Make the northbound shared left/thru/right lane a shared thru/right lane • Add northbound dual left-turn lanes • Make the southbound shared thru/right lane a dedicated thru lane • Add a southbound right-turn lane • Make the eastbound shared thru/right lane a dedicated thru lane • Add a eastbound right-turn lane Faraday A venue I Melrose Drive • Make the eastbound thru lane a shared left/thru lane Palomar Airport Road I Melrose Drive • Add two northbound thru lanes • Convert inside northbound right-turn lane into thru-lane • Add southbound dual left-turn lanes, three thru lanes and a right-turn lane • Add eastbound dual left-turn lanes 34 I I I 'I I I I I I I I I I I I I I I I • Make the eastbound shared thru/right lane a dedicated thru lane • Add an eastbound right-turn lane • Add a westbound thru lane and a right-turn lane Horizon Year (2020) Roadways • Close gap in Faraday Avenue from South Orion Way to El Fuerte Street Faraday A venue I El Camino Real • Make the eastbound outside left-turn lane a dedicated thru lane Faraday A venue I El Fuerte Street • Make the northbound thru lane a left-turn lane • Make the northbound inside right-turn lane a shared thru/right lane • Make the southbound thru-lane a shared thru/right lane • Add an eastbound left-turn lane, thru lane, and shared thru/right lane • Make the westbound outside left-turn lane a thru lane • Make the westbound right-turn lane a shared thru/right lane Faraday A venue I Melrose Drive • Add a northbound left-turn lane and right-turn lane • Make the northbound shared thru/right lane a dedicated thru lane • Add a southbound left-turn lane and right-turn lane • Make the southbound shared thru/right lane a dedicated thru lane • Make the eastbound shared left/thru lane a dedicated left-turn lane • Make the eastbound shared thru/right lane a dedicated thru lane • Add an eastbound thru lane and right-turn lane • Add a westbound left-turn lane and right-turn lane • Make the westbound thru/right lane a dedicated thru lane Palomar Airport Road I Melrose Drive • Convert northbound right-turn lane into shared thru/right lane • Add southbound right-turn lane PROJECT PERCENT RESPONSIBILITY Intersections The percent of project traffic on the study intersections was included to show project impact in future scenarios. Table 6 shows the percent of project traffic at study intersections for new additional traffic from existing and for total traffic. The traffic volumes shown represent the sum of all turning movements in the a.m. and p.m. peak 35 I I I I I I I I I I .I I I I I I I I I hour at each study intersection. New traffic represents the net change in traffic volumes from existing to the future study scenario. It should be noted that project traffic was not found to impact any study intersection for any of the study scenarios. Table 6 Intersection Project Percentage 2006 Intersection Project New Addition Percent Traffic Traffic* Project Traffic Faraday Ave/El Camino Real 246 3,144 7.8% Palomar Airport Rd/El Camino Real 329 1,129 29.1% Faraday Ave/El Fuerte St 0 3,143 0.0% Palomar Airport Rd/El Fuerte St 107 1,754 6.1% Faraday Ave/Melrose Dr. 24 10,132 0.2% Palomar Airport Rd/ Melrose Dr 108 4,118 2.6% 2020 Faraday Ave/El Camino Real 186 6,413 2.9% Palomar Airport Rd/El Camino Real 244 2,194 11.1% Faraday Ave/El Fuerte St 79 5,470 1.4% Palomar Airport Rd/El Fuerte St 79 1,505 5.2% Faraday Ave/Melrose Dr. 33 11,833 0.3% Palomar Airport Rd/ Melrose Dr 83 5,393 1.5% .. *New Add1t1onal Traffic= (2006 +Projector 2020 + Project) minus (Existing) ** Total Traffic = (2006 + Project) or (2020 + Project) CONCLUSION Total Percent Traffic** Project Traffic 9,864 2.5% 13,914 2.4% 3,143 0.0% 11,218 1.0% 11,223 0.2% 14,100 0.8% 13,133 1.4% 14,979 1.6% 5,470 1.4% 10,969 0.7% 12,924 0.3% 15,375 0.5% This traffic study evaluated the proposed expansion of the Palomar Transfer Station located in the City of Carlsbad, California. The proposed project will expand the existing Coast Waste Management transfer station from 800 to 2,250 tons-per-day. Existing site access was assumed to remain the same and existing site-generated traffic was considered part of existing baseline conditions for the purposes of analysis. The project was found to produce minimal impact on the surrounding street system, with a greatest impact of 223 peak hour trips (in passenger car equivalents) in the p.m. peak hour. All intersections and roadway segments are currently operating at acceptable levels of service and are forecast to operate at acceptable levels of service in all future scenarios, with the exception of Palomar Airport Road I Melrose Drive. In the Short Term (2006) conditions, with and without project traffic, the intersection of Palomar 36 I I I I I I I I I I I I I I ' I I I I Airport Road / Melrose Drive is forecast to operate unacceptably. However, the addition of project traffic would not result in an increase in v/c ratio of 0.02. Therefore, the addition of project traffic would not result in a need for additional mitigation measures beyond those identified in the City of Carlsbad TIF. Percent contributions towards those improvements were calculated and identified previously in Table 5. 37 I I I I I I I I I I .I I I I I I I I I APPENDIX A Traffic Count Sheets 1· ' I I I I I I I , I I I I El Camino Real at Faraday A venue Lane Configuration for Intersection Capacity Utilization . Pk. Hr. Time Period: South Aeer (NB} North Aoor (SB) West Annr (EB) 7:15 AM to 8:15 AM Left Thru Right Left Thru • Right Left Thru Right Lane Inside 1 1 1 1 Config-Qeft) 2 1 1 1 urations 3 1 1 1 1 4 l 1 l 5 l . I 1 1 . 6 Outside 7 Free-flow Lane Settings 2 3 0 ·2 3 0 2 0 2. Capacity 3600 6000 0 3600 6000 0 3600 0 3800 Are the North/South phases split (YIN)? N Are the East/West phases split (Yft-0? N Efficiency Lost Factor 0.10 Hourly Volume 883 493 173 192 1066 194 27 90 123 Adjusted Hourly Volume 883 666 0 192 1260 0 27 0 213 Utilization Factor 0.25 0.11 0.00 0.05 0.21 0.00 0.01 0.00 0.06 Criticai Factors 0.25 0.21 0.06 ICU Ratio= 0.65 LOS= B Page2 of3 East Annr (WB) Left Thru Right 1 1 I 1 1 2 0 1800 4000 0 58 39 16 58 55 D 0.03 0.01 0.00 0.03 Turning Movements at Intersection of: El Camb,10 Real and Faraday Avenue Time; 7:15 AM to 8:15AM North Approach El Camino Real Date: 08/07/03 Day : Thursday 2023 Total Name : Brian, David, Matt 1452 571 Subtotals 35 Sub-194 1066 192 Sub- Totals totals J i ~ totals Totals w e 1113 __t L s 1353 0 27 16 t 240 90 __. t +-39 113 123 7 r 58 0 533 A North p 420 p i t r r 883 493 173 Faraday Avenue 3 Subtotals 1250 1549 Total 2799 South Approach Note: Left-tum volumes include U-tums. U-tums in bold. E a . s t A p p r 1· .I I I I I I I I El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30PM to - 5:30PM South Appr (NB) Lane Config urations Inside Qeft) Outside Free-flow Lane Settings Capacity 1 2 3 4 5 6 7, 1 1 . 1 2 3 3600 6000 Are the North/South phases split (YIN)? Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 139 1133 Adjusted Hourly Volume 139 1222 Utilization Factor 0.04 0.20 Critical Factors 0.20 ICU ~atio = 0.68 0 0 N N 89 0 0.00 LOS= North Aoor (SB) West Annr ffiB) 1 1 1 I 1 1 I I 1 1 2 3 0 2 0 2 3600 6000 0 3600 0 3800 64 551 15 153 71 691 64 566 0 153 0 762 0.02 0.09 0.00 0.04 0.00 0.20 0.02 020 B Page3 of3 East Appr (WB) 1 I 2 0 1800 4000 0 284 91 85 284 176 0 0.16 0.04 0.00 0.16. , Turning Movements at Intersection of: El Camino R~al and Faraday Avenue I I I I I I ·1 I I w e s t A p p r Time : 4:30 P.M to 5:30 PM North Approach Date : 08/07 /03 Day : Thursday Name: Brian, David, Matt 630 Sub- Totals totals 239 1154 915 0 Subtotals Total 153 71 691 15 551 J -~ _t --+ t 7 North i t 139 1133 6 1532 1361 2893 South Approach 2016 15 64 L. i 89 El Camino Real 1386 L 85 ~ 91 r 284 0 Total --Subtotals Sub-. totals 460 209 Faraday Avenue Totals 669 Note : Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r I I I I I I ' .I I I ,, I I I. I I El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page2 of3 Pk. Hr. Time Period : South A:eEr (NB) North A r SB WestA r B BastA r 7:45AM to 8:45AM Left Thro Right Left Thru ...!Yghl_ Left Thru Right Left Thru Right Lane Inside l I 1 Config-(left). 2 -i 1 1 urations 3 I I I I 4 1 1 1 1 5 1 I 1 1 6 1 1 1 Outside 7 1 Free-flow· Lane Settings 1 3 2 2 3 I 2 3 0 2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (YIN)? N Efficiency Lost Factor 0.10 Hourly Volume 63 • 524 442 424 633 222 89 737 70 633 1138 875 Adjusted Hourly Volume 63 524 442 424 633 222 89 807 0 633 1138 875 Utilization Factor 0.04 0.09 0.12 0.12 0.11 0.12 0.02 0.13 o.cio 0.18 0.19 0.24 Critical Factors 0.12 0.12 0.13 0.18 ICU Ratio= 0.65 LOS= B Turning Movements at Intersection of: El Camino Real and Palomar Airport Road w e s t A p p r Time : 7:45 AM to 8:45 AM North Approach • Date: 07/17/03 Day : Thursday Name: Matt, Katie, Michael 1279 Sub- Totals totals 1424 .2320 896 2 Subtotals Total 89 222 J _t 737 ___... 70 63 1 633 + t North t 524 1337 1029 2366 South Approach 2769 4 424 ~ r 442 El Camino Real 1490 L 875 .._ 1138 r 633 0 Total --Subtotals Sub totals 2646 1599 Palomar Airport Road Totals 4245 Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r I I I I I I , I I I I I I I I I El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page3 of3 Pk. Hr. Time Period : South AJ:!er (NB} North A r SB WestA r B East A r WB 4:30PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 l l l Config-(left) 2 l 1 urations 3 1 1 4 1 1 1 5 l l l I 6 I 1 1 Outside 7 1 Free-flow Lane Settings 1 3 2 ·2 3 l 2 3 0 -2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 Are the North/South phases split (YIN)? N Are the East/West phases spiit (YIN)? N Efficiency.Lost Factor 0.10 - Hourly Volume 99 . 659 722 933 691 127 250 1465 86 490 889 524 Adjusted Hourly Volume 99· 659 232 933 691 127 250 1551 0 490 889 524 Utilization Factor 0.06 0.11 0.06 0.26 0.12 0.07 0.07 0.26 0.00 0.14 0.15 0.15 Critical Factors 0.11 0.26 0.26 0.14 ICURatio = 0.87 LOS= D Turning Movements at Inte~section of: El Camino Real and Palomar Airport Road w e s t A p p r Time: 4:30 .PM to 5:30 PM North Approach Date: 07/17/03 Day : Thursday Name: Matt, Katie, Michael 1751 Sub-127 691 Totals totals J t 1121 _f 2922 6 250 1801 1465 __.. t 86 7 North +i t 99 659 0 Subtotals 1267 1480 Total 2747 South Approach 3184 6 933 l. r 722 El Camino Real 1433 L 524 +-889 r 490 Total --Subtotals Sub- totals Totals 1903 0 5017 3114 Palomar Airport Road Note : Left-tum volumes include U-tums. U-turns in bold. E a s t A p p r EI Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization ' Pk. Hr. Time Period : South Appr (NB) North A r SB 7:30AM to Page2 of3 West Appr (EB) I 8:30AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane I Config urations Inside (left) 2 3 4 I I Outsiqe Free-flow 5 6 7 Lane Settings • 0 1 Capacity O 2000 Are the North/South phases split (YIN)? I Are the East/West phases split (Y /N)? _ Efficiency Lost Factpr 0.10 Hourly Volume 2 0 Adjusted Hourly Volume 0 3 I Utilization Factor 0.00 0.00 Critical Factors 0.00 I ICURatio = 0.71 , Turning Movements at Intersection of: 1 0 2 0 3600 N N 1 45 0 45 0.00 0.01 0.00 0.01 LOS= C 1 ] 0 2000. 0 2 22 24 0 0.01 0.00 2 3600 • 538 538 0.15· 0.15 I 1 1 3 6000 1081 1082 0.18 0 1 0 1800 1 6 0 6 0.00 0.00 1 l I 3 6000 2588 2675 0.45 0.45. 1 . 0 0 87 0 0.00 El Fuerte Street and Palomar Airport Road • Time : 7:30 AM to 8:30AM North Approach El Fuerte Street w e s t A p p· r Date : 07/17 /03 Day : Thursday Name : Ramona, Patrick Sub- Totals totals 4333 2713 538 _j 101 1620 1081~ Subtotals Total 5 22 J 2 0 8 593 69 0 45 ~ L t North ..._ r t r 0 3 524 87 2588 6 4 Total Subtotals Sub totals 2681 1131 Palomar Airport Road Totals 3812 I I I I I I I I I South Approach Note : Left-turn volumes include U-tums. U-tums in bold. E. a s t A p p r EI Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization ' Pk. Hr. Time Period : South Appr (NB) North Annr (SB) 4:45 PM to 5:45PM 1 • Lane Config- 1 urations I Inside (left) Outside Free-flow 1 2 3 .1 4 5 6 7 La~e Settings O 1 I qapacity O 2000 Are the Noi:th/South phases split (YIN)? Are the East/West phases split (YIN)? I Efficiency Lost Factor 0.10 Hourly Volume 0 0 Adjusted Hourly Volume 0 1 I Utilization Fa~tor 0.00 0.00 Critical Factors 0.00 I ICU Ratio = n.70 1 1 1 0 2 I 0 0 3600 2000 0 N N 1 • 284 1 147 0 284 148 0 0.00 0.08 0.07 0.00 0.00 0.08 LOS"" B West Appr (EB) 1 1 1 2 3 0 3600 6000 0 65 3075 I 65 3076 0 0.02 0.51 0.00 0.51 P!ige 3 of3 East Appr (WB) 1 1 1 I 1 3 0 1800 6000 0 16 1483 18 16 1501 0 0.01 0.25 0.00 O.Dl , Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Road .I I. I I· I I I ·1 I w e s t A p P. r Time: 4:45 PM to 5:45PM • Date: 07/17/03 Day : Thursday Name : Ramona, Patrick Sub- Totals totals 1643 4784 13 North Approach 432 147 1 J t 65 _t 3141 3075 ~ t Subtotals Total 7 i 0 0 North t 0 2 1 3 South Approach 502 0 284 ~ r 1 El Fuerte Street 70 L 18 ~ 1483 r· 16 16 Total Subtotals Sub totals 1517 3376 Palomar Airport Road Totals 4893 Note : Left-turn volumes include U-tums. U-tums in bold. E a s t A p p T I I I I I I , I I I I I I Melrose Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page2 of3 Pk. Hr. Time Period : South AEEr (NB} North Annr (SB) West AEET (EB} East Annr (WB) 7:30AM to 8:30AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I l 1 1 Config-(left) 2 1 1 1 urations 3 I I 1 1 4 I 1- 5 •. 6 Outside 7 Free-flow _Lane Settings 2 0 2 0 0 0 0 3 0 2 2 0 Capacity 3600 0 3600 0 0 0 0 6000 0 3600 4000 0 Are the North/South phases split (YIN)? N • Are the East/West phases ~lit fi/N)? N Efficiency Lost Factor 0.10 Hourly Volume 406 0 210 'o .• ·.:• 0 0 0 980 127 26Q 2760 0 Adjusted Hourly Volume 406 0 210 0 0 0 0 1107 0 260 2760 ·o Utilization Factor 0.11 0.00 0.06 0.00 0.00 0.00 0.00 0.18 0.00 0.07 0.69 0.00 Critical Factors 0.11 0.00 0.00 0.00 0.69 ICU Ratio= 0.90 LOS= D Turning Movements at Intersection of: Melrose Drive and Palomar Airport Road Time : 7:~0 AM to 8:30AM North Approach Melrose Drive Date: 07/17/03 Day : Thursday 0 Total Name : Doug, Rene 0 0 Subtotals 0 Sub-0 0 0 -Sub- Totals totals j i ~ totals w e 3166 _j L s 4273 0 0 t 0 t 1107 980 ___.. .,._ 2760 3020 127 7 r 260 0 A North p 1190 p i t r r 406 0 210 Palomar Airport Road 0 Subtotals 387 616 Total 1003 Totals 4210 South Approach Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r Melrose Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page3 of3 ' Pk. Hr. Time Period: • South Appr (NB) 1--.:.N.:;o~rt:::h:.:.A..:.t:.t~r~S:::::B::.....-1--W.:..:.:;est::::::..:A=::.r-'=B'ZL._,___,Ea=s:.:..t :..:A:c.c:.:..r :..:.:.:::.1.._ 4:45 PM to I 5:45PM Left Thru Right Left Thru Right Left Thro Right Left Thru Right Lane Inside I Config urations (left) I 2 3 4 I Outside Free-flow 5 6 7 I Lane Settings 2 O Capacity 3600 0 Are the North/South phases split (YIN)? I Are the East/West phases split (YIN)? Efficiency Lost Factor 0.10 Hourly Volume 144' 0 Adjusted Hourly Volume 144 0 I Utilization Factor 0.04 0.00 Critical Factors I ICU Ratio = 0.76 2 0 0 0 3600 0 0 0 0 N N 216 0 0 0 0 216 0 0 0 0 0.06 0.00 0.00 0.00 0.00 0.06 0.00 LOS= C ' .I Turning Movements at Intersection of: Melrose Drive w e s t A p p r Time: 4:45 PM · to 5:45PM Date : 07 /l 7 /03 Day : Thursday Name :_Doug, Rene Sub- Totals totals 1606 North Approach 0 0 4775 0 3169 J ___t 0 2876--+ t Subtotals Total 293 144 0 -North t 0 541 360 901 0 0 0 ~ i 2Ii5 1 1 l 3 6000 2876 3169 0.53 0.53 0 0 293 0 0.00 I 1 .2 3600 248 248 0.07 0.07 1 I 2 4000 1462 1462 0.37 0 0 0 0 0.00 and Palomar Airport Road Melrose Drive 0 L 0 ~ 1462 r 248 0 Total Subtotals Sub totals 1710 3092 Palomar Airport Road Totals 4802 I I I I I I I I South Approach Note : Left-tum volumes include U-turns. U-turns in bold. E a s t A p p r I I I I I I I --- 1 I I I I I I I I I --- CARLSBAD SOURCE: URS. June 2003 I I lei I <I> I V> ,e ·~ I I(/) ~ 206/1,403 ~19/109 y-206/42 10112-A ~ _.. r 25/10-+-T 4/1~ O> N "'! ~Oto VISTA 69/386-A 34/42-+- 335/355~ 0 U) c:o l'N N ~ 26/105 +11/58 y-18/94 ,-,-N ~~~ +1.639/1.196 ~ 'f )r... y-36/27 xx,xxx XXNY LEGEND Study Area Intersection Average Daily Traffic (AOT) Volume AM/PM Peak Hour Turning Movement Volume Figure 3-2 Traffic Volumes Existing Conditions I I I I I ·-~ .. I ., __ I -~ I I I I I I I I I I 71/112 _A 89/41~ 41/8 '4( ~206/1,403 ~19/109 ~206/42 I I I ------,------ CARLSBAD SOURCE: URS. June 2003 I I I Cl I w I en ,e :~ I <I) C/) L... OJ OJ .s g en ~ .-,-.-;::::: o co VISTA 69/386~ 34/42 ➔ 335/355 '4( 0 C0 C0 ..... N ~26/105 +11/58 y-18/94 ,-.-N ~:;;~ +1.639/1,196 ~ 'f >-. y-36/27 _ .. -· .. ·LEGEND ,:: •. xx,xxx XXJYY Study Area Intersection Average Daily Traffic (ADTI Volume AM/PM Peak Hour Turning Movement Volume Figure 3-2 Traffic Volumes Existina Conditions ------------------- Dav •. :· • .... t:,, .. ';"\}·; / :.: \i -fi>•, :·,..~.~·:. Tu'esdity 4.:11~01-,·· ,: ;·:_. Driveway#! Class 1-3 Class 4-13 IN OUT IN OUT 210 84 268 30 217 336 97 100 171 80 264 21 207 50 254 18 '· .... :./::;;·~1 Driveway#2 Class 1-3 Class 4-13 IN OUT IN OUT 25 150 4 60 11 127 4 40 34 114 2 50 22 162 8 47 ,, . Totals : • · · .. Class 1;.3 Class 4-13. . IN .. OUT IN .OUT 266 277 277 252 232 471 100 160 223 243 277 234 250 266 277 233 Driveway#3 Class 1-3 Class 4-13 IN OUT IN OUT 31 44 6 161 4 8 0 20 17 49 12 163 21 54 15 168 ALL IN OUT 543 529 332 631 500 477 527 499 ------ N/S STREET: El Camino Real FILENAME: Palomar Transfer Station DATE: 4/12/2001 DAY: Thursday 15Min Period 7:00-7:15 7:15-7:30 7:30-7:45 7:45-8:00 8:00-8:15 8:15-8:30 8:30-8:45 8:45-9:00 NBL Northbound NBT NBR NBRR 338 9 318 7 411 17 435 12 438 12 386 9 358 10 344 10 AM PEAK HOUR IS FROM: 7:30 AM TO 8:30AM Volumes O 1670 50 0 COMMENTS: N/S STREET: El Camino Real FILENAME: Palomar Transfer Station SBL 0 DATE: 4/12/2001 DAY: Thursday 15Min Period 4:00-4:15 4:15-4:30 4:30-4:45 4:45-5:00 5:00-5:15 5:15-5:30 5:30-5:45 5:45-6:00 NBL Northbound NBT NBR NBRR 266 11 285 12 301 8 297 14 378 20 346 33 350 29 358 23 PM PEAK HOUR IS FROM: 5:00PM TO 6:00PM Volumes O 1432 105 0 COMMENTS: SBL 0 --... ---O'ROURKE ENGINEERING PEAK HOUR VOLUMES E/W STREET: South Orion Way CITY: Carlsbad Southbound Eastbound SBT 225 246 307 389 288 263 248 258 1247 SBR SBRR EBL EBT 0 0 0 0 E/W STREET: South Orion Way CITY: Carlsbad EBR 0 Southbound Eastbound SBT SBR SBRR EBL EBT EBR 396 380 392 371 421 475 369 349 1614 0 0 0 0 0 EBRR 0 EBRR 0 --- Westbound WBL WBT WBR 3 3 0 2 2 4 1 4 0 0 8 Westbound WBL WBT WBR 8 4 5 8 3 3 6 8 0 0 20 ---1645 S. Rancho Santa Fe Suite 207 760-7 44-3599 I 760 7 44-3052 ORourkeEngmg@cs.com ONE HOUR WBRR TOTAL SUM 575 2722 574 2887 735 2975 838 2857 740 2635 662 617 616 0 2975 ONE HOUR WBRR TOTAL SUM 681 2758 681 2899 706 3075 690 3123 822 3171 857 754 738 0 3171 - I I I I I I I I I I I I I I I I I I I APPENDIX 8 Project Trip Assignments - / / I I \ \ ' ' .... - ("' N w co 0 ...... ---- 0 OTTO SCALE -/ I I I I f \ ' ' ' \ \ I I I / / .,,. ---_,.,. ---...... -~--- / ' / ' .... ,,, ' ' \ ~ 8/27-. .... 0 "' V, "' I / ' ,,or .... ,,, ---\ \ \ \ \ I I I \ I 0:, \ ;::; I -.., \ I .. ___ \ t ("' \ _. N ow ~ co IJ10 "' .\..75;41 I t \ tz / ~'-!!~,' Project Site I --- LEGEND: Existing Roadway XX/YY AM/PM Peak Hour Volumes • Study Intersection Future Roadway I I I I I - Rd ---- 34/19+ -+-10/34 ' ' I ' ' ' ' ' ' ' I I , - I I I I , I , , , , ---- EF -55--100-015-1.00-1-F-ebru-ary-200-4 _______ E __ x __ 1s __ T __ I __ N __ G_c __ o __ L __ LiiiiliiiiE __ C __ T __ IO ..... N ___ T...,;R __ U __ C __ K .... Ti,,,,i,,R __ I __ P __ A __ S_S_IG_~-x~~,;:;;;;.:,~~B; ■ ■ ■ -- / / I 00 I 0 t I ... ~ \ N w \ C0 0 \ ' ..... , _____ 0 NOTTO SCALE --------"' .. / ' -.... / ' / ' / \ I \ I \ I I I / ..... ' I \ I \ ~ \ I ....., I ~---\ I I I l.75/41 I t---I ! / w ci3 / ~\,_o/, ' Project Site \ \ I / / / _,,. -- LEGEND: Existing Roadway XXIYY AM/PM Peak Hour Volumes • Study Intersection Future Roadway I I I I - Rd ---·- 34/19+ +10/34 ' ' ' ' ' ' ' ' ' I I , I I I - I I I I I - : . • . , 8/5 _J. 26/14+ S:: i i ~ --- SHORT-TERM (2006) COLLECTION TRUCK TRIP ASSIGNMENT 55-1000151.001 -February 2004 EXHIBITB2 I ' - / / ' ' ..... - 0 - ,.. "' .g -...J N --- IOTTO SCALE ,,. -__ .. - ' ,,. .... ,,. ' / ' / \ I \ / 2/ \ .,. 8 I I I ' \ \ 1------ I I / / LEGEND: -/ I I ..... 3 I I I V, ~ Existing Roadway -\ \ \ \ 1----' t ,.. ..... "' 00 -...J ...__ ...__ -...J I ----- V, "' '° l. 32/18 t I I I ..• ..-~;; _j I .. ""':_ .. ~~~------------··-----·--·•• '° ~ ..... ..... w 75/41 I I ' . .--•sis~~ i-----· 7.6/14 "; \ Rd \ \ ' '\,◊ \,.--(\ \~ \~ \<!1 ' ' ' ' ' ' ' ' N ~ .i,. ' ' I ~ + 7/26 ' ' I . . . I . . . . : , , ·, :, , , , ' ' ' ' I ,, I ' xx.NY AM/PM Peak Hour Volumes • Study Intersection Future Roadway ---- HORIZON YEAR (2020) COLLECTION TRUCK TRIP ASSIGNMENT 55-1000151.001 -February 2004 EXHIBIT B3 ■ ■ • I I - / / 0 1TTOSCALE • • ■ -- I I I ' ' \ ----....... -----------I \ ---.,,.,. ..... ,,. ' / / ~ ~ w ~ \. ' ..... \ ' \ \ \ I I I I I I I \ \ I \ ,' \ \ t f"" ... w w ex, :i,:j:.) "" .\..13/4 + w ex, j:.) "" .,. --, ;.-...... ___ \ t -----\ w / B ' ~'-✓' Project Site \ I I I I I \ ---,- LEGEND: Existing Roadway XX/YY AM/PM Peak Hour Volumes • Study Intersection Future Roadway Rd ' . I . . ' • I I I I I ' I ' I I I I I I ,' I I ' I I •· I I ' ' . TRANSFER TRUCK TRIP ASSIGNMENT (ALL SCENARIOS) 55-1000151.001 -February 2004 EXHIBIT 84 I \ .. / / '\ ' .... - f' l.n ..... -..J .; ---- -------.; .... / .... / ' / \ I \ I \ ' ' \ \ 212,. 1, i:) N ,---- / I / / / LEGEND: Existing Roadway I I I -,IIIIIIJ! / \ I / N \ ,' t. ~1/11 \ I ,t f' \ - N -I>-I I ~ vi I I I Rd -.. -- 1/6 + ..-212 ' ' ' ' I I ' I I I I ' ' ' ' - I I I I I I I ' ' ' ---- 0 XX/YY AM/PM Peak Hour Volumes )TTO SCALE • Study Intersection Future Roadway 55-1000151.001 -February 2004 EXISTING/(2006) PASSENGER CAR TRIP ASSIGNMENT EXHIBIT BS I I \ - / / ' ' ' - 0 llliii ~ N ----N --- \JOTTO SCALE ,..- .. ----.. ,..-.... ,,,, ' / ' / \ I \ I \ I ,f' 2/2 I I --/ I \ \ /NW /,;Ju". \ I f ~ l. 2/11 \ I .! \ I I I °' I -.. ... - .-2/2 •••••••• ---··· I \ •···••••••••••••• I •. --·•;;s·~~ ,,,,•· o/6 '""\, ' ' \ \ I I / / I ,- + N / ~ I \ ""'-✓' -- LEGEND: Existing Roadway Project Site XX/YY AM/PM Peak Hour Volumes • Study Intersection Future Roadway I I I Rd ' ' \ ' '\~ \,...-(\. \~ \~ \~ ' ' ' ' ' ' ' 0 0) ' . . ~ + 2/2 ' ' ' ' ' ' . ' . I . • I , , - __ ... ... •• --· 1/5 ..:r I I I I : , . , , , I . I I I . . .. -.. HORIZON YEAR (2020) PASSENGER CAR TRIP ASSIGNMENT 55-1000151.001 -February 2004 EXHIBIT 86 • • • I I I I I I I I I I .I I I I I I I I I APPENDIX C ICU Worksheets lill .... .. .. ... ..... filll - INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: .;:;E:..::Cc:..:R:.._ _____ (N,c_;../Sc.<) __ __:..F::.:ara.::.:d:.::ay,__ ____ (,_E/W)-'-''--INTERSECTION: _E_C_R ______ (N,__/S~) __ ......c...Fa;::;:.r""'ad;..;.;ay,__ ___ .,.>:(E/W)~..,___ SCENARIO: ..:E::.:x::.:is::.:tin:.:ig,._ _____ ----,-___________ _ COUNT DATE: PEAK HR: -'-A;;;;..M.;;.._ ______ _ SCENARIO : Existing COUNT DATE: ---"'------P:::E=-A:-:Kc:-:-::H:--R-:~P_M_.;.. __ ~---_-_-_-_-_-_~---_-_-_-_- ANALYST: T.Strow AGENCY : carlsbad ANALYST: T.Strow AGENCY: carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME VIC NB Left 2 3600 883 883 0.25 * NB Left 2 3600 139 139 0.04 NB Thru 3 5800 493 666 0.11 NB Thru 3 5800 1133 1222 0.21 * NB Right 0 0 173 0 0.00 NB Rie:ht 0 0 89 0 0.00 SB Left 2 3600 192 192 0.05 SB Left 2 3600 64 64 0,02 * SB Thru 3 5800 1066 1260 0.22 * SB Thru 3 5800 551 566 0.10 SB Right 0 0 194 0 0.00 SB Right 0 0 15 0 0.00 EB Left 2 3600 27 27 0.01 EB Left 2 3600 .153 153 O.Q4 EB Thru 0 0 90 0 0.00 EB Thru 0 0 71 0 0.00 EB Right 2 3800 123 213 0.06 * EB Rie:ht 2 3800 691 762 0.20 * WB Left 1 1800 58 58 0.03 * WB Left 1 1800 284 284 0.16 * WBThru 2 3800 39 55 O.Ql WBThru 2 3800 91 176 0.05 WBRight 0 0 16 0 0.00 WBRight 0 0 85 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.47 NORTH/SOUTH CRITICAL SUMS 0.23 EAST/WEST CRITICAL SUMS 0.09 EAST/WEST CRITICAL SUMS 0.36 SUM OF CRITICAL V/C RATIO 0.56 SUM OF CRITICAL V/C RATIO 0.59 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.66 INTERSECTION CAPACITY UTILIZATION (ICU) 0.69 LEVEL OF SERVICE (LOS) B LEVEL OF SERVICE (LOS) B NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91 -<= F >1.0 F >1.0 Correct numbers Project#: 1/27/2004 --..... <11111 ... INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: _E_I C_am_i_no_R_e_a_l ___ (N~/S~) ___ Pa_lo_m_ar_A_irp.._o_rt __ (_FJW)~- SCENARIO: COUNT DATE: ANALYST: Existing Tim Strow PEAKHR:.;.A;;;;.M.;.._ ______ _ AGENC't carlsbad tNTERSECTION: ..;..E.;..l .,c..Ca....cm;;.;..i __ no--R;;.;.e;...a.;..I ___ (N=/S;.,:) __ _.;;.P.:.;al.:.;om;:.:;;a:::.r..c.A:.;;irp.r:.0:::..:1 _ _.:.:(E/W):::....:.:.;___ SCENARIO : Existing COUNT DATE: ---------::P:-::E:-:-A-:::Kc-=H:=R:-:-::P:-M:--------- ANALYST: Tim Strow --A-G-EN_c_·_c-ar-ls-ba_d __ ------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left l 1800 63 63 0.04 NB Left I 1800 99 99 0.06 NBThru 3 6000 524 524 0.09 * NBThru 3 6000 659 659 0. l l * NB Right 2 3600 442 0 0.00 NB Right 2 3600 722 232 0.06 SB Left 2 3600 424 424 0.12 * SB Left 2 3600 933 933 0.26 * SB Thru 3 6000 633 633 0.11 SB Thro 3 6000 691 691 0.12 SB Right I 1800 222 222 0.12 SB Right I 1800 127 127 0.07 EB Left 2 3600 89 89 0.02 * EB Left 2 3600 250 250 0.o7 EB Thru 3 5800 737 807 0.14 EB Thro 3 5800 1465 1551 0.27 * EB Right 0 0 70 0 0.00 EB Right 0 0 86 0 0.00 WB Left 2 3600 633 633 0.18 WB Left 2 3600 490 490 0.14 * WBThru 3 6000 1138 1138 0.19 WBThru 3 6000 889 889 0.15 WBRight 2 3600 875 451 0.13 * WBRight 2 3600 524 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.21 NORTH/SOUTH CRITICAL SUMS 0.37 EAST/WEST CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.41 SUM OF CRITICAL V/C RATIO 0.53 SUM OF CRITICAL V/C RATIO 0.78 AD~USTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.63 INTERSECTION CAPACITY UTILIZATION (ICU) 0.88 LEVEL OF SERVICE (LOS) B LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum RTONBR,WBR VIC RTONBR,WBR V/C A 0-<= A 0-<= B .61 -<= B .61-<= C .71-<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81-<= •• extra wide outside lane E .91 -<= E .91 -<= F >1.0 F >1.0 Correct Numbers Project#: 1/30/2004 ----------- .. _._ ... ·- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: ..::E::..l ~Fu::.:e::..rt:.::,e ____ ___,(Nc..;;.;:/S'-'-) __ .....:..P:::al.:..:om=ar..;;.A.:.;cirp:.,;;.;;;ort;.;._ _ _,.(E/W)=-'-..,__ INTERSECTION: ..cE;.;.l .;;..Fu.;;..e;.;.rt'-'-e ____ ___,.(Nc..;..c/S.,_) __ _.:;,.P:::al.:..:om"'-a:::r..;;.A.:.;cirp~or=------'(s.=E/W):....:..:...'--- SCENARIO: ..;;;E;.;,;;x;.;_is--'tin_,,g'-------------------SCENARIO : Existing COUNT DATE: PEAKHR: AM ----------COUNT DATE: PEAK HR: PM ----------ANALYST: Tim Strow AG ENC) carlsbad ANALYST: Tim Strow AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME VIC LANES (1) HOUR VOLUME V/C NB Left 0 0 2 2 0.00 NB Left 0 0 0 0 0.00 NB Thru 1 2000 0 1 0.00 * NBThru 1 2000 0 1 0.00 * NB Right 0 0 1 0 0.00 NB Right 0 0 1 0 0.00 SB Left 2 3600 45 45 0.01 * SB Left 2 3600 284 284 0.08 * SBThru 0 0 2 0 0.00 SB Thru 0 0 1 0 0.00 SB Right 1 1800 22 24 0.01 SB Right 1 1800 147 148 0.08 EB Left 2 3600 538 538 0.15 * EB Left 2 3600 65 65 O.Q2 EBThru 3 5800 1081 1082 0.19 EBThru 3 5800 3075 3076 0.53 * EB Right 0 0 1 0 0.00 EB Right 0 0 1 0 0.00 WB Left 1 1800 6 6 0.00 WB Left 1 1800 16 16 o.or * WBThru 3 5800 2588 2675 0.46 * WBThru 3 5800 1483 1501 0.26 WBRight 0 0 87 0 0.00 WBRight 0 0 18 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.01 NORTH/SOUTH CRITICAL SUMS 0.08 EAST/WEST CRITICAL SUMS 0.61 EAST/WEST CRITICAL SUMS 0.54 SUM OF CRITICAL V/C RA TIO 0.62 SUM OF CRITICAL V/C RATIO 0.62 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.72 INTERSECTION CAPACITY UTILIZATION (ICU) 0.72 LEVEL OF SERVICE (LOS) C LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61 -<= B .61 -<= C .71 -<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= •• extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Correct Numbers Project#: 1/27/2004 @111111 ... ,. lllli - INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: .;..M.;;,.:e;.:.;lr.;..os:..;.e _____ (N.,__/S'--') __ _;,;_Fa_ra--'d_ay"--____ (,__FJW)_,,_ SCENARIO: _E_x1_·st_in_,.g'-------------------- COUNT DATE: PEAK HR: AM COUNT DATE: INTERSECTION: _M_e'."'-lro""'s_e ____ --->C(N-'--/S""')'--_ __;;_Fa:::.ra:::.:d;;;,ay,.__ __ --'(.::FJW);_:.:_,:.___ SCENARIO : Existing --------,-P--E::-A:-::K~H=-R-: P--M-,--------- ANALYST: Tim Strow --A-G-EN-CY-:-Ca_r_ls-ba_d __ ANALYST: Tim Strow -A_G,--E_N_C_Y_:_C_a_rls-b-ad-- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME VIC LANES (1) HOUR VOLUME V/C NB Left I 1800 1 I 0.00 NB Left 1 1800 3 3 0.00 NB Thru 3 5800 14 19 0.00 * NB Thro 3 5800 126 133 0.02 * NB Right 0 0 5 0 0.00 NB Right 0 0 7 0 0.00 SB Left 1 1800 265 265 0.15 * SB Left 1 1800 67 67 0.04 * SB Thru 3 5800 100 101 0.02 SB Thru 3 5800 33 42 0.oI SB Right 0 0 I 0 0.00 SB Right 0 0 9 0 0.00 EB Left 1 1800 10 10 0.oI * EB Left 1 1800 12 12 0.01 * EB Thru 2 3800 25 29 0.Ql EB Thru 2 3800 10 11 0.00 EB Right 0 0 4 0 0.00 EB Right 0 0 1 0 0.00 WB Left 1 1800 2 2 0.00 WB Left 1 1800 2 2 0.00 WBThru 2 3800 0 29 0.01 * WBThru 2 3800 15 365 0.10 * WB Right 0 0 29 0 0.00 WB Right 0 0 350 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.15 NORTH/SOUTH CRITICAL SUMS 0.06 EAST/WEST CRITICAL SUMS 0.02 EAST/WEST CRITICAL SUMS 0.11 SUM OF CRITICAL V/C RATIO 0.17 SUM OF CRITICAL V/C RATIO 0.17 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.27 INTERSECTION CAPACITY UTILIZATION (ICU) 0.27 LEVEL OF SERVICE (LOS) A LEVEL OF SERVICE (LOS) A NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0-<= A 0 -<= B .61 -<= B .61 -<= C .71 -<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Correct numbers Project#: 1/27/2004 INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airport (E/W) SCENARIO: Existing COUNT DATE: PEAK HR: AM ----------ANALYST: Tim Strow AGENCY : Carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK LANES (1) HOUR VOLUME VIC NB Left 2 3600 406 406 0.11 NB Thru 0 0 0 0 0.00 NB Right 2 3600 210 210 0.06"' SB Left 0 0 0 0 0.00 SB Thru 0 0 0 0 0.00 SB Right 0 0 0 0 0.00 EB Left 0 0 0 0 0.00 * EB Thru 3 5800 980 1107 0.19 EB Right 0 0 127 0 0.00 WB Left 2 3600 260 260 0.07 WB Thru 2 4000 2760 2760 0.69 * WBRight 0 0 0 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.11 EAST/WEST CRITICAL SUMS 0.69 SUM OF CRITICAL VIC RATIO 0.80 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.90 LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum V/C A 0-<= B .61 -<= C .71-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= F >1.0 Project#: ... 111111 .... INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airpor (E/W) SCENARIO: ~E~xi~st~in-------"'---'"'---e'-=-'=;...;;..;;=:.:_-=c.:..:...t.._ COUNT DATE: ANALYST : Tim Strow -------- MOVEMENT NO.of CAPACITY LANES (!) NB Left 2 3600 NBTliru 0 0 NB Right 2 3600 SB Left 0 0 SBThru 0 0 SB Right 0 0 EB Left 0 0 EBThru 3 5800 EB Right 0 0 WBLeft 2 3600 WBThru 2 4000 WBRight 0 0 NORTH/SOUTH CRITICAL SUMS EAST/WEST CRITICAL SUMS SUM OF CRITICAL V/C RATIO ADJUSTMENT FOR LOST TIME PEAK HR: PM _A_G_E_N_C_Y_:_C_a_rls-b-ad-- PM PEAK ADJUSTED PM PEAK HOUR VOLUME V/C 144 144 0.04 0 0 0.00 216 216 0.06"' 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 2876 3169 0.55 * 293 0 0.00 248 248 0.07 * 1462 1462 0.37 0 0 0.00 0.06 0.62 0.68 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.78 LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum VIC A 0-<= B .61-<= C .71 -<= * Denotes Critical Movements D .81-<= E .91-<= F >1.0 Correct Numbers 1/27/2004 - ..... -.. - INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Camino Real (N/S) Palomar Airport (FJW) INTERSECTION: El Camino Real (N/S) Palomar Airpor (E/W) SCENARIO: Existing + Project SCENARIO: Existing+ Project COUNT DATE: PEAKHR: AM COUNT DATE: PEAKHR: PM --------------------ANALYST: Tim Strow AGENC'i carlsbad ANALYST: Tim Strow AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME VIC LANES (1) HOUR VOLUME V/C NB Left 1 1800 63 63 0.04 NB Left l 1800 99 99 0.06 NBThru 3 6000 533 533 0.09 * NBThru 3 6000 687 687 0.11 * NB Right 2 3600 442 0 0.00 NB Right 2 3600 722 232 0.06 SB Left 2 3600 459 459 0.13 * SB Left 2 3600 958 958 0.27 * SB Thru 3 6000 659 659 0.11 SB Thru 3 6000 705 705 0.12 SB Right 1 1800 256 256 0.14 SB Right 1 1800 147 147 0.08 EB Left 2 3600 135 135 0.04 * EB Left 2 3600 294 294 0.08 EB Thru 3 5800 737 807 0.14 EB Thru 3 5800 1465 1551 0.27 * EB Right 0 0 70 0 0.00 EB Right 0 0 86 0 0.00 WB Left 2 3600 633 633 0.18 WB Left 2 3600 490 490 0.14 * WBThru 3 6000 1138 1138 0.19 WBThru 3 6000 889 889 0.15 WBRight 2 3600 887 428 0.12 * WBRight 2 3600 560 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.22 NORTH/SOUTH CRITICAL SUMS 0.38 EAST/WEST CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.41 SUM OF CRITICAL V/C RATIO 0.54 SUM OF CRITICAL V/C RATIO 0.79 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.64 INTERSECTION CAPACITY UTILIZATION (ICU) 0.89 LEVEL OF SERVICE (LOS) B LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum RTONBR,WBR V/C RTONBR, WBR V/C A 0-<= A 0-<= B .61-<= B .61-<= C .71 -<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Correct Numbers 1/21/2004 Project#: 1/30/2004 .. -........... -.... .. -... , .. -- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: _E_C_R ______ ~(N_/_S~) ___ F_a_ra_d~ay~----(~E/W)-~ SCENARIO: Exi:;;..st;;;;;in"'g'---+--'P:.;.ro.:;,,d.:..ec:.;.t _______________ _ COUNT DATE: PEAKHR: AM INTERSECTION: -::E:-C:-R-:----::--:------'(N_/S"'-) ___ F_ara_da ..... y ___ ____,(a:=E/Wc.:..:..t.)_ SCENARIO : Existing+ Project COUNTDATE: ----~--~P:-:E:-A--K:-:H--R:-:-P--M-:--------- ANALYST: _T_im_S_tr_ow ____ _ ----------AG ENC'\ carlsbad ANALYST: Tim Strow --A-:-G=EN:--:-C-:-,-c-ar-ls-ba_d __ -------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME VIC LANES (I) HOUR VOLUME V/C NB Left 2 3600 883 883 0.25 * NB Left 2 3600 139 139 0.04 NB Thru 3 5800 493 666 0.11 NBThru 3 5800 1133 1222 0.21 * NB Right 0 0 173 0 0.00 NB Right 0 0 89 0 0.00 SB Left 2 3600 202 202 0.06 SB Left 2 3600 93 93 0.03 * SB Thru 3 5800 1066 1260 0.22 * SB Thru 3 5800 551 566 0.10 SB Right 0 0 194 0 0.00 SB Right 0 0 15 0 0.00 EB Left 2 3600 27 27 0.01 EB Left 2 3600 153 153 0.04 EB Thru 0 0 90 0 0.00 EBThru 0 0 71 0 0.00 EB Right 2 3800 123 213 0.06 * EB Right 2 3800 691 762 0.20 * WB Left 1 1800 153 153 0.09 * WBLeft 1 1800 343 343 0.19 * WB Thru 2 3800 40 83 0.02 WBThru 2 3800 97 202 0.05 WB Right 0 0 43 0 0.00 WBRight 0 0 105 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.47 NORTH/SOUTH CRITICAL SUMS 0.24 EAST/WEST CRITICAL SUMS 0.15 EAST/WEST CRITICAL SUMS 0.39 SUM OF CRITICAL V/C RATIO 0.62 SUM OF CRITICAL V/C RATIO 0.63 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.72 INTERSECTION CAPACITY UTILIZATION (ICU) 0.73 LEVEL OF SERVICE (LOS) C LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0-<= A 0-<= B .61-<= B .61-<= C .71 -<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#, 2/4/2004 .. .. ... , ... , ... ... .. <.1119 -- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: _E_I _Fu_e_rt_e ____ __,_(N_/S_.)'---__ P_al_om_a_r_A_irp,._o_rt __ (.,_E/W)_'--- SCENARIO: ..;.;E;,:;xcc.ist __ in.;>,g,__+_P __ r"""oj __ ec--t ______________ _ COUNT DATE: PEAK HR: AM INTERSECTION: .,,E:-1 F:-u..,.e_rte _ __..,. __ ___,(N.__/S-'-) __ __:_Pa--lo.;.;.m;,:;a.::.r..;.;A.;.;.irp.c..o.;.;.r_~(E/W);;;..;,,:..[__ SCENARIO : Existing + Project COUNT DATE: -----'--"'-..;;;..;;..;;"-'-''----P--EA_K_H_R_: -PM _______ _ ANALYST : Tim Strow ---------AGENC) carlsbad ANALYST: Tim Strow --A-G-EN_C_'_c_ar-1s-ba_d __ -------------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 0 0 2 2 o.oo NB Left 0 0 0 0 0.00 NB Thru I 2000 0 I 0.00 * NBThru 1 2000 0 1 0.00 * NB Right 0 0 I 0 0.00 NB Right 0 0 1 0 0.00 SB Left 2 3600 45 45 0.oI * SB Left 2 3600 284 284 0.08 * SB Thru 0 0 2 0 0.00 SB Thru 0 0 1 0 0.00 SB Right 1 1800 22 24 0.oI SB Right 1 1800 147 148 0.08 EB Left 2 3600 538 538 0.15 * EB Left 2 3600 65 65 0.02 EBThru 3 5800 1116 1117 0.19 EB Thru 3 5800 3100 3101 0.53 * EB Right 0 0 1 0 0.00 EB Right 0 0 1 0 0.00 WB Left 1 1800 6 6 0.00 WB Left I 1800 16 16 0.01 * WBThru 3 5800 2600 2687 0.46 * WBThru 3 5800 1519 1537 0.27 WB Right 0 0 87 0 0.00 WBRight 0 0 18 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.01 NORTH/SOUTH CRITICAL SUMS 0.08 EAST/WEST CRITICAL SUMS 0.61 EAST/WEST CRITICAL SUMS 0.54 SUM OF CRITICAL V/C RATIO 0.62 SUM OF CRITICAL V/C RATIO 0.62 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.72 INTERSECTION CAPACITY UTILIZATION (ICU) 0.72 LEVEL OF SERVICE (LOS) C LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0 -<= B .61-<= B .61 • <= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= •• extra wide outside lane E .91-<= E .91-<= F >1.0 F >1.0 Correct Numbers 1/21/2004 Project#: 1/27/2004 -------....... ---O'Rourke Engineering Intersection Capacity Utilization (ICU) Worksheet INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Faraday (E/W) INTERSECTION: Melrose (N/S) Faraday (E/W) SCENARIO: Existing+ Project SCENARIO: Existing + Project COUNT DATE: PEAKHR: AM COUNT DATE: PEAKHR: PM ------------------ANALYST: Tim Strow AGENCY: ANALYST: Tim Strow AGENC' --------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 1 1800 1 I 0.00 NB Left 1 1800 3 3 0.00 NB Thru 3 5800 14 19 0.00 * NBThru 3 5800 126 133 0.02 * NB Right 0 0 5 0 0.00 NB Right 0 0 7 0 0.00 SB Left 1 1800 265 265 0.15 * SB Left 1 1800 67 67 0.04 * SB Thru 3 5800 100 101 0.02 SB Thru 3 5800 33 42 O.Ql SB Right 0 0 1 0 0.00 SB Right 0 0 9 0 0.00 EB Left 1 1800 10 10 0.01 * EB Left 1 1800 12 12 O.Ql * EB Thru 2 3800 25 29 O.ot EBThru 2 3800 10 II 0.00 EB Right 0 0 4 0 0.00 EB Right 0 0 1 0 0.00 WB Left 1 1800 2 2 0.00 WB Left 1 1800 2 2 0.00 WB Thru 2 3800 0 29 0.01 * WBThru 2 3800 15 365 0.10 * WB Right 0 0 29 0 0.00 WBRight 0 0 350 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.15 NORTH/SOUTH CRITICAL SUMS 0.06 EAST/WEST CRITICAL SUMS 0.02 EAST/WEST CRITICAL SUMS 0.11 SUM OF CRITICAL V/C RATIO 0.17 SUM OF CRITICAL V/C RATIO 0.17 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.27 INTERSECTION CAPACITY UTILIZATION (ICU) 0.27 LEVEL OF SERVICE (LOS) A LEVEL OF SERVICE (LOS) A NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Correct Numbers 1/21/2004 Project#: 1/27/2004 ------_\ .. .. INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airport (E/W) SCENARIO: Existing+ Proj COUNT DATE: PEAK HR: AM ----------ANALYST: Tim Strow AGENCY: ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK LANES (1) HOUR VOLUME V/C NB Left 2 3600 406 406 0.11 NBThru 0 0 0 0 0.00 NB Right 2 3600 210 210 0.06" SB Left 0 0 0 0 0.00 SBThru 0 0 0 0 0.00 SB Right 0 0 0 0 o.oo EB Left 0 0 0 0 0.00" EBThru 3 5800 1015 1142 0.20 EB Right 0 0 127 0 o.oo WBLeft 2 3600 260 260 0.07 WBThru 2 4000 2772 2772 0.69 * WBRight 0 0 0 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.11 EAST/WEST CRITICAL SUMS 0.69 SUM OF CRITICAL V/C RATIO 0.80 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.90 LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum V/C A 0-<= B .61 -<= C .71-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= F >l.0 Project#: -.. .... 11111 -...... .. INTERSECTION CAP A CITY UTILIZATION INTERSECTION: "'.::M""".e,....lro-:--s_e ---:'.:"--:----(N'--'/S...,_) __ ....;P_;.a.c.clo;:..;.m....;arc.cA..;;;;ic.crpo..;;.;r'----"'(E/W);;;..;.:..,__ SCENARIO : Existing+ Proj COUNT DATE: --""'--"'-------:P---E,...,AK-::-:--:H--R-:-,P""'M _______ _ ANALYST: Tim Strow MOVEMENT NO.of CAPACITY PM PEAK LANES (1) HOUR NB Left 2 3600 144 NBThru 0 0 0 NB Right 2 3600 216 SB Left 0 0 0 SBThru 0 0 0 SB Right 0 0 0 EB Left 0 0 0 EB Thru 3 5800 2901 EB Right 0 0 293 WBLeft 2 3600 248 WBThru 2 4000 1498 WBRight 0 0 0 NORTH/SOUTH CRITICAL SUMS EAST/WEST CRITICAL SUMS SUM OF CRITICAL V/C RATIO ADJUSTMENT FOR LOST TIME INTERSECTION CAPACITY UTILIZATION (ICU) LEVEL OF SERVICE (LOS) NOTES: " Denotes Critical Movements Correct Numbers 1/21/2004 ---------AGENC' ----- ADJUSTED PM PEAK VOLUME V/C 144 0.04 0 0.00 216 0.06 * 0 0.00 0 0.00 0 0.00 0 0.00 3194 0.55 * 0 0.00 248 0.07 * 1498 0.37 0 0.00 0.06 0.62 0.68 0.10 0.78 C LOS Maximum V/C A 0-<= B .61 -<= C .71-<= D .81 -<= E .91 -<= F >1.0 1/27/2004 -.. .. --.. llliit -111111 -.. ----·-.. -.. INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: --E __ C_R ______ (N.__/S_,_) ___ Fa_ra_d_ay.__ ____ (.,_FJW)_'--INTERSECTION: ECR (N/S) Faraday (E/W) SCENARIO: ""'S-"-ho;;.;.rt'-T:;,.;ec;.;;rm;.;...,:;(2~00'-6"-) _____________ _ SCENARIO: Short Term (2006) COUNT DATE: PEAK HR: AM COUNT DATE: PEAK HR: PM ANALYST: Tim Strow ---------AGENC1 carlsbad ANALYST: Tim Strow ---------AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 2 3600 1178 1178 0.33 * NB Left 2 3600 335 335 0.09 NB Thru 3 5800 866 1023 0.18 NB Thru 3 5800 1571 1693 0.29 * NB Ri2ht 0 0 157 0 0.00 NB Right 0 0 122 0 0.00 SB Left 2 3600 282 282 0.08 SB Left 2 3600 205 205 0.06 * SB Thru 3 5800 1589 1763 0.30 * SB Thru 3 5800 852 924 0.16 SB Right 0 0 174 0 0.00 SB Right 0 0 72 0 0.00 EB Left 2 3600 66 66 0.02 EB Left 2 3600 73 73 0.02 EB Thru 0 0 75 0 0.00 EBThru 0 0 71 0 0.00 EB Right 2 3800 406 75 0.02 * EB Right 2 3800 851 922 0.24 * WB Left 1 1800 98 98 0.05 * WB Left 1 1800 165 165 0.09 * WB Thru 2 4000 67 67 0.02 WBThru 2 4000 152 152 0.04 WB Rie:ht 1 1800 44 44 0.02 WB Right 1 1800 147 147 0.08 NORTH/SOUTH CRITICAL SUMS 0.63 NORTH/SOU'.fH CRITICAL SUMS 0.35 EAST/WEST CRITICAL SUMS 0.07 EAST/WEST CRITICAL SUMS 0.33 SUM OF CRITICAL V/C RATIO 0.70 SUM OF CRITICAL V/C RATIO 0.68 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.80 INTERSECTION CAPACITY UTILIZATION (ICU) 0.78 LEVEL OF SERVICE (LOS) C LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum EBR overlae reduction V/C V/C A 0-<= A 0-<= B .61 -<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91-<= E .91 -<=. F >1.0 F >1.0 Project#: 1/30/2004 .. ..... --.. -illl -·----.. .. _,. INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Camino Real (N/S) Palomar Airport (E/W) INTERSECTION: El Camino Real (N/S) Palomar Airpor (E/W) SCENARIO: Short Term (2006) SCENARIO: Short Term (2006) COUNT DATE: PEAK HR: AM COUNT DATE: PEAK HR: PM ANALYST: Tim Strow ----------AG ENC'! carlsbad ANALYST: Tim Strow ___ A_G __ E_N_c_· c-a-rl-sb_a_d __ MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 1 1800 74 74 0.04 NB Left I 1800 106 106 0.06 NBThru 3 6000 1103 1103 0.18 * NB Thru 3 6000 653 653 0.11 * NB Right 2 3600 854 289 0.08 NB Right 2 3600 303 303 0.08 SB Left 2 3600 1126 1126 0.31 * SB Left 2 3600 1106 1106 0.31 * SB Thru 3 6000 607 607 0.10 SB Thru 3 6000 688 688 0.11 SB Right I 1800 349 349 0.19 SB Right I 1800 107 107 0.06 EB Left 2 3600 146 146 0.04 EB Left 2 3600 332 332 0.09 EB Thru 3 5800 509 568 0.10 * EB Thru 3 5800 936 1104 0.19 * EB Right 0 0 59 0 0.00 EB Right 0 0 168 0 0.00 WB Left 2 3600 565 565 0.16 * WB Left 2 3600 502 502 0.14 * WBThru 3 6000 760 760 0.13 WBThru 3 6000 516 516 0.09 WBRight 2 3600 980 0 0.00 WB Right 2 3600 1036 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.49 NORTH/SOUTH CRITICAL SUMS 0.42 EAST/WEST CRITICAL SUMS 0.26 EAST/WEST CRITICAL SUMS 0.33 SUM OF CRITICAL V/C RATIO 0.75 SUM OF CRITICAL V/C RATIO 0.75 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.85 INTERSECTION CAPACITY UTILIZATION (ICU) 0.85 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right tum overlae reduction to NBR V/C Ri~ht tum overlae reduction to WBR V/C Right tum overlae reduction to WBR A 0-<= A 0-<= B .61 -<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81 -<= • Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 .. -.. -... --.... --------.. -... INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Faraday (EIW) INTERSECTION: El Fuerte (N/S) Faraday (FJW) SCENARIO: Short Term (2006) SCENARIO: Short Term (2006) COUNT DATE: PEAKHR:..:..AM"-"--------COUNT DATE: PEAKHR: PM ---------ANALYST: Tim Strow AGENC'i carlsbad ANALYST: Tim Strow AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (!) HOUR VOLUME V/C NB Left 0 0 0 0 0.00 NB Left 0 0 0 0 0.00 NB Thru 1 2000 13 13 0.01 NB Thru I 2000 4 4 0.00 NB Right 2 3600 946 946 0.26" NB Right 2 3600 767 767 0.21 * SB Left 1 1800 4 4 0.00 * SB Left 1 1800 9 9 O.Dl SB Thru 1 2000 5 5 0.00 SB Thru 1 2000 10 10 0.01 * SB Right 0 0 0 0 0.00 SB Right 0 0 0 0 0.00 EB Left 0 0 0 0 0.00 EB Left 0 0 0 0 o.oo EB Thru 0 0 0 0 0.00 * EBThru 0 0 0 0 o.oo * EB Right 0 0 0 0 0.00 EB Rhrht 0 0 0 0 0.00 WB Left 2 3600 580 580 0.16 * WB Left 2 3600 791 791 0.22 * WBThru 0 0 0 0 0.00 WBThru 0 0 0 0 o.oo WB Right 1 1800 11 11 0.01 WB Ricllt I 1800 3 3 0.00 NORTH/SOUTH CRITICAL SUMS 0.26 NORTH/SOUTH CRITICAL SUMS 0.22 EAST/WEST CRITICAL SUMS 0.16 EAST/WEST CRITICAL SUMS 0.22 SUM OF CRITICAL V/C RATIO 0.42 SUM OF CRITICAL VIC RATIO 0.44 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.52 INTERSECTION CAPACITY UTILIZATION (ICU) 0.54 LEVEL OF SERVICE (LOS) A LEVEL OF SERVICE (LOS) A NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0-<= A 0-<= B .61 -<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81-<= "' Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91-<= E .91-<=· F >1.0 F >1.0 Project#: 1/30/2004 --·-·------.. --! .. ----.. --·- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: _E_I F_u_e_rt_e _____ (N~/S~) ___ Pa_Jo_m_a_r_A_irp._o_rt __ (_EIW____,)_ INTERSECTION: _E_I F_u_ert_e ________ (N~/S_,_) ___ Pa_Jo_m_a_r_A_irp.,_o_r_--"(EIW:c....;.;-'-) _ SCENARIO: _S_ho_rt_T_e_nn_....(2_0_06__.) ______________ _ COUNT DATE: PEAK HR: AM SCENARIO : _S_ho_rt_T_e_nn_,_(2_0_06_,_) __ --::-,::-:-:---~--------- COUNT DATE: PEAK HR: PM ANALYST: Tim Strow ---------AGENC'.r carlsbad ANALYST: Tim Strow --A-G-EN_c_·_c-ar-ls-ba_d __ MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME VIC NB Left 2 3600 70 70 0.02 * NB Left 2 3600 82 82 0.02 * NB Thru 1 2000 393 404 0.20 NB Thru 1 2000 216 261 0.13 NB Right 0 0 11 0 0.00 NB Right 0 0 45 0 0.00 SB Left 2 3600 54 54 0.02 SB Left 2 3600 99 99 0.03 SB Thru 1 2000 413 413 0.21 * SB Thru 1 2000 615 615 0.31 * SB Right I 1800 93 93 0.05 SB Right 1 1800 305 305 0.17 EB Left 2 3600 650 650 0.18 * EB Left 2 3600 394 394 0.11 * EB Thru 3 6000 1522 1522 0.25 EB Thru 3 6000 1550 1550 0.26 EB Right 1 1800 15 15 0.01 EB Right I 1800 228 228 0.13 WB Left 2 3600 356 356 0.10 WB Left 2 3600 344 344 0.10 WBThru 3 5800 1987 2192 0.38 * WBThru 3 5800 1423 1464 0.25 * WBRight 0 0 205 0 0.00 WB Ril!ht 0 0 41 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.23 NORTH/SOUTH CRITICAL SUMS 0.33 EAST/WEST CRITICAL SUMS 0.56 EAST/WEST CRITICAL SUMS 0.36 SUM OF CRITICAL V/C RATIO 0.79 SUM OF CRITICAL VIC RATIO 0.69 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.89 INTERSECTION CAPACITY UTILIZATION (ICU) 0.79 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0-<= A 0-<= B .61 -<= B .61 -<= C .71 -<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91 -<= F >1.0 F >1.0 Project#: 1/30/2004 --------------... INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Faraday (E/W) INTERSECTION: Melrose (N/S) Faraday (E/W) SCENARIO: Short Term (2006) SCENARIO: Short Tenn (2006) COUNT DATE: PEAK HR:..;..A .... M _______ _ COUNT DATE: PEAK HR: _P ___ M'--------- ANALYST: Tim Strow AGENCY_: ___ _ ANALYST: Tim Strow AGENC' ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 1 1800 94 94 0.05 "' NB Left 1 1800 50 50 0.03 * NB Thru 3 5800 1699 1954 0.34 NB Thru 3 5800 1380 1459 0.25 NB Right 0 0 255 0 0.00 NB Right 0 0 79 0 0.00 SB Left 1 1800 0 0 0.00 SB Left 1 1800 25 25 0.01 SB Thru 3 5800 1634 2097 0.36"' SBThru 3 5800 1201 1613 0.28 • SB Rie:ht 0 0 463 0 0.00 SB Right 0 0 412 0 0.00 EB Left 2 3600 569 569 0.16 EB Left 2 3600 892 892 0.25 * EB Thru 1 2000 143 287 0.14 * EB Thru 1 2000 143 204 0.10 EB Right 0 0 144 0 0.00 EB Right 0 0 61 0 0.00 WB Left 1 1800 328 328 0.18 • WB Left 1 1800 452 452 0.25 WBThru 2 3800 386 466 0.12 WB Thru 2 3800 299 709 0.19 * WBRight 0 0 80 0 0.00 WB Right 0 0 410 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.41 NORTH/SOUTH CRITICAL SUMS 0.31 EAST/WEST CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.44 SUM OF CRITICAL V/C RATIO 0.73 SUM OF CRITICAL V/C RATIO 0.75 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.83 INTERSECTION CAPACITY UTILIZATION (ICU) 0.85 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum VIC V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81-<= •• extra wide outside lane E .91 -<= E .91 -<= F >1.0 F >LO Project#: 1/30/2004 --.. --.. --··-- INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airport (E/W) SCENARIO: Short Term (2006) COUNT DATE: PEAK HR:_AM-'---------- ANALYST: Tim Strow AGENCY: ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK LANES (I) HOUR VOLUME V/C NB Left 2 3600 179 179 0.05 NBThru 3 6000 1288 1288 0.21 NB Right 1 1800 866 840 0.47 * SB Left 2 3600 22 22 0.01 * SBThru 3 6000 560 560 0.09 SB Right 1 1800 1320 853 0.47 EB Left 2 3600 934 934 0.26 * EBThru 3 6000 645 645 0.11 EB Right 1 1800 56 56 0.03 WB Left 2 3600 52 52 0.01 WBThru 3 6000 1338 1338 0.22 * WBRight 1 1800 89 89 0.05 NORTH/SOUTH CRITICAL SUMS 0.52 EAST/WEST CRITICAL SUMS 0.48 SUM OF CRlTICAL V/C RATIO 1.00 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 1.10 LEVEL OF SERVICE (LOS) F NOTES: LOS Maximum Right tum overlaE reduction to SBR and NBR V/C A 0-<= B .61-<= C .71-<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91-<= F >1.0 Project#: --------- INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (NIS) Palomar Airpor (E/W) SCENARIO: Short Term (2006) COUNT DATE: ANALYST: Tim Strow PEAK.HR: PM --A-G-EN-C-,---------- MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C NB Left 2 3600 85 85 0.02 * NBThru 3 6000 473 473 0.08 NB Right I 1800 184 184 0.10 SB Left 2 3600 71 71 0.02 SB Thru 3 6000 1227 1227 0.20 SB Right 1 1800 836 415 0.23 * EB Left 2 3600 843 843 0.23 EB Thru 3 6000 853 853 0.14 * EB Right 1 1800 168 168 0.09 WB Left 2 3600 943 943 0.26 * WB Thru 3 6000 926 926 0.15 WBRight l 1800 34 34 0.02 NORTH/SOUTH CRITICAL SUMS 0.25 EAST/WEST CRITICAL SUMS 0.40 SUM OF CRITICAL VIC RATIO 0.65 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION <ICU) 0.75 LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum Right tum overlaE reduction to SBR V/C A 0-<= B .61 -<= C .71-<= * Denotes Critical Movements D .81 -<= E .91-<= F >LO 1/30/2004 .. ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: ECR (N/S) Faraday (E/W) INTERSECTION: ECR (N/S) Faraday (E/W) SCENARIO : Short Tenn (2006) + Project SCENARIO : Short Tenn (2006) + Project COUNTDATE: _______ PEAKHR:_A_M _______ _ ANALYST: Tim Strow AGENC"r carlsbad COUNT DATE: _______ PEAKHR:_P_M_----:--------- ANALYST: Tim Strow AGENC'carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 2 3600 1178 1178 0.33 * NB Left 2 3600 335 335 0.09 NB Thru 3 5800 866 1023 0.18 NBThru 3 5800 1571 1693 0.29 * NB Right 0 0 157 0 0.00 NB Right 0 0 122 0 0.00 SB Left 2 3600 291 291 0.08 SB Left 2 3600 234 234 0.07 * SB Thru 3 5800 1589 1763 0.30 * SB Thru 3 5800 852 924 0.16 SB Right· 0 0 174 0 0.00 SB Right 0 0 72 0 0.00 EB Left 2 3600 66 66 0.02 EB Left 2 3600 73 73 0.02 EB Thru 0 0 75 0 0.00 EB Thru 0 0 71 0 0.00 EB Right 2 3800 406 75 0.02 * EB Right 2 3800 851 922 0.24 * WB Left 1 1800 193 193 0.11 * WB Left 1 1800 224 224 0.12 * WB Thru 2 4000 68 68 0.02 WBThru 2 4000 158 158 0.04 WB Right I 1800 71 71 0.04 WBRight l 1800 167 167 0.09 NORTH/SOUTH CRITICAL SUMS 0.63 NORTH/SOUTH CRITICAL SUMS 0.36 EAST/WEST CRITICAL SUMS 0.13 EAST/WEST CRITICAL SUMS 0.36 SUM OF CRITICAL V/C RATIO 0.76 SUM OF CRITICAL V/C RATIO 0.72 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.86 INTERSECTION CAPACITY UTILIZATION (ICU) 0.82 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum EBR overlap reduction VIC V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= "' Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 ----.. -------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Camino Real (N/S) Palomar Airport (E/W) INTERSECTION: El Camino Real (N/S) Palomar Airpor (E/W) SCENARIO: Short Term (2006) + Project SCENARIO: Short Tenn (2006) + Project COUNT DATE: ANALYST: COUNT DATE: ANALYST: Tim Strow PEAKHR: AM ----------AGENC) carlsbad Tim Strow PEAK HR:.;..P-'-M-'-------- AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES Cl) HOUR VOLUME V/C NB Left l 1800 74 74 0.04 NB Left I 1800 106 106 0.06 NB Thru 3 6000 1111 1111 0.19 * NB Thru 3 6000 682 682 0.11 * NB Right 2 3600 854 289 0.08 NB Right 2 3600 303 303 0.08 SB Left 2 3600 1161 1161 0.32 * SB Left 2 3600 1131 1131 0.31 * SB Thru 3 6000 633 633 0.11 SB Thru 3 6000 702 702 0.12 SB Ri!!ht 1 1800 383 383 0.21 SB Right 1 1800 127 127 0.07 EB Left 2 3600 192 192 0.05 EB Left 2 3600 376 376 0.10 EB Thru 3 5800 509 568 0.10 * EB Thru 3 5800 936 1104 0.19 * EB Right 0 0 59 0 0.00 EB Right 0 0 168 0 0.00 WB Left 2 3600 565 565 0.16 * WB Left 2 3600 502 502 0.14 * WBThru 3 6000 760 760 0.13 WBThru 3 6000 516 516 0.09 WBRi!!ht 2 3600 992 0 0.00 WBRight 2 3600 1072 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.51 NORTH/SOUTH CRITICAL SUMS 0.42 EAST/WEST CRITICAL SUMS 0.26 EAST/WEST CRITICAL SUMS 0.33 SUM OF CRITICAL V/C RATIO 0.77 SUM OF CRITICAL V /C RA TIO 0.75 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.87 INTERSECTION CAP A CITY UTILIZATION (ICU) 0.85 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right tum overlae reduction to NBR V/C Ri~ht tum overlae reduction to WBR VIC Right tum overlae reduction to WBR A 0-<= A 0-<= B .61-<= B .61 -<= C .71 -<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Faraday (EIW) INTERSECTION: El Fuerte (N/S) Faraday (E/W) SCENARIO : Short Term (2006) + Project SCENARIO : Short Term (2006) + Project COUNTDATE: _______ PEAKHR:_A_M _______ _ ANALYST: Tim Strow AGENC'i carlsbad ~~~;~~TE: -T-im_S_tr_o_w____ PEAK HR: _P_M __ A_G-EN_c_· c-ar-ls-b-ad-- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 0 0 0 0 0.00 NB Left 0 0 0 0 0.00 NB Thru 1 2000 13 13 0.01 NBThru I 2000 4 4 0.00 NB Right 2 3600 946 946 0.26 * NB Right 2 3600 767 767 0.21 * SB Left l 1800 4 4 0.00 * SB Left I 1800 9 9 0.oJ SB Thru l 2000 5 5 0.00 SB Thru I 2000 10 10 0.Ql * SB Right 0 0 0 0 0.00 SB Right 0 0 0 0 0.00 EB Left 0 0 0 0 0.00 EB Left 0 0 0 0 0.00 EB Thru 0 0 0 0 0.00 * EBThru 0 0 0 0 0.00 * EB Right 0 0 0 -0 0.00 EB Right 0 0 0 0 0.00 WB Left 2 3600 580 580 0.16 * WB Left 2 3600 791 791 0.22 * WBThru 0 0 0 0 0.00 WBThru 0 0 0 0 0.00 WB Right 1 1800 11 11 0.Ql WB Right I 1800 3 3 0.00 NORTH/SOUTH CRITICAL SUMS 0.26 NORTH/SOUTH CRITICAL SUMS 0.22 EAST/WEST CRITICAL SUMS 0.16 EAST/WEST CRITICAL SUMS 0.22 SUM OF CRITICAL V/C RATIO 0.42 SUM OF CRITICAL VIC RATIO 0.44 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.52 INTERSECTION CAPACITY UTILIZATION (ICU) 0.54 LEVEL OF SERVICE (LOS) A LEVEL OF SERVICE (LOS) A NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61-<= B .61-<= C .71-<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Project#: 1/30/2004 --------illll ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Palomar Airport SCENARIO : Short Term (2006) + Project (E/W) INTERSECTION: El Fuerte (N/S) Palomar Airpor SCENARIO : Short Term (2006) + Project {E/W) ANALYST: Tim Strow COUNT DATE: _______ PEAK HR:_A_M _______ _ AGENC"i carlsbad COUNT DATE: .,.....,..------PEAK HR:_P_M_--:------- ANALYST: Tim Strow AGENC'carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 2 3600 70 70 0.02 * NB Left 2 3600 82 82 0.02 * NBThru 1 2000 393 404 0.20 NBThru I 2000 216 261 0.13 NB Right 0 0 11 0 0.00 NB Right 0 0 45 0 0.00 SB Left 2 3600 54 54 0.02 SB Left 2 3600 99 99 0.03 SB Thru l 2000 413 413 0.21 * SB Thru I 2000 615 615 0.31 * SB Right I 1800 93 93 0.05 SB Right I 1800 305 305 0.17 EB Left 2 3600 650 650 0.18 * EB Left 2 3600 394 394 0.11 * EB Thru 3 6000 1557 1557 0.26 EB Thru 3 6000 1575 1575 0.26 EB Right 1 1800 15 15 0.01 EB Right 1 1800 228 228 0.13 WB Left 2 3600 356 356 0.10 WB Left 2 3600 344 344 0.10 WBThru 3 5800 1999 2204 0.38 * WB Thru 3 5800 1459 1500 0.26 * WB Right 0 0 205 0 0.00 WB Right 0 0 41 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.23 NORTH/SOUTH CRITICAL SUMS 0.33 EAST/WEST CRITICAL SUMS 0.56 EAST/WEST CRITICAL SUMS 0.37 SUM OF CRITICAL V/C RATIO 0.79 SUM OF CRITICAL V/C RATIO 0.70 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.89 INTERSECTION CAPACITY UTILIZATION (ICU) 0.80 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 --------111111 ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Faraday (E/W) INTERSECTION: Melrose (N/S) Faraday (E/W) SCENARIO: Short Term (2006) + Project SCENARIO: Short Term (2006) + Project COUNT DATE: PEAKHR: AM COUNT DATE: PEAK HR: PM ANALYST: Tim Strow ___ A_G_E_N_C_Y_: ----ANALYST: Tim Strow ___ A_G_E_N_C ______ _ ---------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 1 1800 94 94 0.05 • NB Left 1 1800 50 50 0.03 * NB Thru 3 5800 1707 1962 0.34 NBThru 3 5800 1385 1464 0.25 NB Right 0 0 255 0 0.00 NB Right 0 0 79 0 0.00 SB Left 1 1800 0 0 0.00 SB Left I 1800 25 25 0.01 SB Thru 3 5800 1637 2100 0.36 • SBThru 3 5800 1209 1621 0.28 • SB Right 0 0 463 0 0.00 SB Right 0 0 412 0 0.00 EB Left 2 3600 569 569 0.16 EB Left 2 3600 892 892 0.25 * EB Thru 1 2000 143 287 0.14 • EB Thru 1 2000 143 204 0.10 EB Right 0 0 144 0 0.00 EB Right 0 0 61 0 0.00 WB Left 1 1800 328 328 0.18 * WB Left 1 1800 452 452 0.25 WBThru 2 3800 386 466 0.12 WBThru 2 3800 299 709 0.19 * WBRight 0 0 80 0 0.00 WB Right 0 0 410 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.41 NORTH/SOUTH CRITICAL SUMS 0.31 EAST/WEST CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.44 SUM OF CRITICAL V/C RATIO 0.73 SUM OF CRITICAL V/C RA TIO 0.75 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.83 INTERSECTION CAPACITY UTILIZATION (ICU) 0.85 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum VIC V/C A 0-<= A 0-<= B .61 -<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Project#: 1/30/2004 --------111111 ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airport (E/W) INTERSECTION: Melrose (N/S) Palomar Airpor (E/W) SCENARIO: Short Term (2006) + Project SCENARIO : Short Tenn (2006) + Project COUNT DATE: PEAK HR:.;;.AM=--------COUNTDATE: ________ PEAKHR:_P_M _______ _ ANALYST: Tim Strow AGENCY_: ___ _ ANALYST : Tim Strow AGENC' ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 2 3600 179 179 0.05 NB Left 2 3600 85 85 0.02 * NBThru 3 6000 1288 1288 0.21 NB Thru 3 6000 473 473 0.08 NB Right 1 1800 866 840 0.47 * NB Right 1 1800 184 184 0.10 SB Left 2 3600 22 22 O.Ql * SB Left 2 3600 71 71 0.02 SB Thru 3 6000 560 560 0.09 SB Thru 3 6000 1227 1227 0.20 SB Right 1 1800 1323 852 0.47 SBRi11ht 1 1800 844 420 0.23 * EB Left 2 3600 942 942 0.26 * EB Left 2 3600 848 848 0.24 EB Thru 3 6000 672 672 0.11 EB Thru 3 6000 873 873 0.15 * EB Right 1 1800 56 56 0.03 EB Ri!!ht 1 1800 168 168 0.09 WBLeft 2 3600 52 52 O.Ql WBLeft 2 3600 943 943 0.26 * WBThru 3 6000 1347 1347 0.22 * WBThru 3 6000 954 954 0.16 WBRight 1 1800 89 89 0.05 WBRight 1 1800 34 34 0.02 NORTH/SOUTH CRITICAL SUMS 0.52 NORTH/SOUTH CRITICAL SUMS 0.25 EAST/WEST CRITICAL SUMS 0.48 EAST/WEST CRITICAL SUMS 0.41 SUM OF CRITICAL V/C RATIO 1.00 SUM OF CRITICAL V/C RA TIO 0.66 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 1.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.76 LEVEL OF SERVICE (LOS) F LEVEL OF SERVICE (LOS) C NOTES: LOS Maximum NOTES: LOS Maximum Rij:lht tum overlae reduction to SBR and NBR V/C Ri~ht tum overlae reduction to SBR V/C A 0-<= A 0-<= B .61-<= B .61-<= C .71-<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91-<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 --------illlll ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: _E_C_R ______ (N.,__/S_.) ___ Fa_ra_d_ay,__ ____ (,_E/W)__.~ SCENARIO: _Y_ea_r_2_02_0 _________________ _ INTERSECTION: ECR (N/S) Faraday (E/W) SCENARIO: -=y-=-e-ar--=2:-:::o-=-20:-------'----'-------=-------"::_;_;.,___ COUNT DATE: PEAK HR:_A_M _______ _ COUNT DATE: PEAKHR: PM ANALYST : Tim Strow AGENC'x carlsbad ANALYST: Tim Strow AGENC' carlsbad ------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 2 3600 851 851 0.24 NB Left 2 3600 280 280 0.08 NB Thru 3 5800 1473 1553 0.27 * NB Thru 3 5800 1742 1813 0.31 * NB Right 0 0 80 0 0.00 NB Right 0 0 71 0 0.00 SB Left 2 3600 1012 1012 0.28 * SB Left 2 3600 368 368 0.10 * SB Thru 3 5800 1535 1723 0.30 SB Thru 3 5800 1381 1470 0.25 SB Right 0 0 188 0 0.00 SB Right 0 0 89 0 0.00 EB Left 1 1800 58 58 0.o3,. EB Left 1 1800 159 159 0.09 * EB Thru 1.5 3000 89 89 0.03 EB Thru 1.5 3000 399 399 0.13 EB Right 1.5 2700 360 360 0.13 EB Right 1.5 2700 589 449 0.17 WB Left 1 1800 86 86 0.05 WB Left 1 1800 312 312 0.17 WBThru 1.5 3000 532 532 0.18 * WBThru 1.5 3000 175 175 0.06 WB Right 1.5 2700 355 355 0.13 WB Right 1.5 2700 763 763 0.28 * NORTH/SOUTH CRITICAL SUMS 0.55 NORTH/SOUTH CRITICAL SUMS 0.41 EAST/WEST CRITICAL SUMS 0.21 EAST/WEST CRITICAL SUMS 0.37 SUM OF CRITICAL V/C RATIO 0.76 SUM OF CRITICAL V/C RATIO 0.78 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.86 INTERSECTION CAPACITY UTILIZATION (ICU) 0.88 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum V/C Partial RTO EBR V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= •• extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/30/2004 --------illll ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: ..;;;E..;..J C.:;.arn...,.;...;.i"'-no;...;R;..;.e..ca.;,..J ___ (N.__/S..,_) ___ Pa_Jo_m_a_r _A_irp._o_rt_--'(,_E/W_..)'--- SCENARIO: ..cY..cea;..;.r_2...;..02...,;0'------------------ INTERSECTION: El Camino Real (N/S) Palomar Airpor (E/W) SCENARIO : -:-Y:-e-ar-2-02.,..0,-------"'----'-'---_..;..~=-~~-~::;..;..;.,___ COUNT DATE: PEAKHR: AM COUNT DATE: PEAKHR: PM ------------------ANALYST: _T_im_S_tr_o_w ___ _ AGENC'J carlsbad ANALYST : Tim Strow -------AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 1 1800 280 280 0.16 NB Left I 1800 21 21 0.ot NB Thru 3 6000 1378 1378 0.23 * NB Thru 3 6000 665 665 0.11 * NB Right 2 3600 705 705 0.20 NB Right 2 3600 296 296 0.08 SB Left 2 3600 780 780 0.22 * SB Left 2 3600 746 746 0.21 * SB Thru 3 6000 779 779 0.13 SB Thru 3 6000 1337 1337 0.22 SB Right 1 1800 415 415 0.23 SB Right I 1800 118 118 0.◊7 EB Left 2 3600 187 187 0.05 * EB Left 2 3600 327 327 0.09 EB Thru 3 5800 689 696 0.12 EBThru 3 5800 968 1165 0.20 * EB Right 0 0 7 0 0.00 EB Right 0 0 197 0 0.00 WB Left 2 3600 589 589 0.16 WB Left 2 3600 857 857 0.24 * WBThru 3 6000 892 892 0.15 WBThru 3 6000 618 618 0.10 WB Right 2 3600 969 969 0.27 * WBRight 2 3600 915 915 0.25 NORTH/SOUTH CRITICAL SUMS 0.45 NORTH/SOUTH CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.32 EAST/WEST CRITICAL SUMS 0.44 SUM OF CRITICAL V/C RA TIO 0.77 SUM OF CRITICAL V/C RA TIO 0.76 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.87 INTERSECTION CAPACITY UTILIZATION (ICU) 0.86 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61-<= B .61-<= C .71-<= C .71 -<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Project#: 1/29/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: .;..E_I_Fu_e_rt_e _____ (N,_/S...,_) ___ Fa_ra_d....,ay'------'(._FJW)__,'-- SCENARIO: ...;Y;_;;e,;;;;ar-=2;.:,0;;;;_20'------------------ INTERSECTION: El Fuerte (N/S) Faraday (E/W) SCENARIO: -Y-e-ar-2-02-0----~~----_._ ___ .....,_-'---'--- COUNT DATE: PEAK HR: AM COUNT DATE: PEAKHR: PM ---------ANALYST: _T_im_Str_o_w ___ _ AGENCi carlsbad ANALYST : Tim Strow AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME VIC NB Left 1 1800 172 172 0.10 NB Left 1 1800 113 113 0.06 * NBThru 0 0 14 0 0.00 NB Thru 0 0 5 0 0.00 NB Right 2 3800 389 403 0.11 * NB Right 2 3800 117 122 0.03 SB Left I 1800 7 7 0.00 SB Left 1 1800 11 II 0.01 SB Thru 1 2000 5 11 0.01 * SB Thru 1 2000 15 26 0.01 * SB Right 0 0 6 0 0.00 SB Right 0 0 11 0 0.00 EB Left 1 1800 15 15 0.01 EB Left I 1800 5 5 0.00 EB Thru 2 3800 1210 1300 0.34 * EB Thru 2 3800 429 532 0.14 * EB Right 0 0 90 0 0.00 EB Right 0 0 103 0 0.00 WB Left I 1800 228 228 0.13 * WB Left 1 1800 661 661 0.37 * WBThru 2 3800 986 1002 0.26 WB Thru 2 3800 777 783 0.21 WBRight 0 0 16 0 0.00 WB Right 0 0 6 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.11 NORTH/SOUTH CRITICAL SUMS 0.07 EAST/WEST CRITICAL SUMS 0.47 EAST/WEST CRITICAL SUMS 0.51 SUM OF CRITICAL V/C RATIO 0.58 SUM OF CRITICAL VIC RATIO 0.58 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 LEVEL OF SERVICE (LOS) B LEVEL OF SERVICE (LOS) B NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61 -<= B .61 -<= C .71 -<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/29/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Palomar Airport (E/W) INTERSECTION: El Fuerte (N/S) Palomar Airpor . (FJW) SCENARIO: Year2020 SCENARIO: Year2020 COUNT DATE: PEAK.HR: AM COUNT DATE: PEAKHR: PM ANALYST: ANALYST: Tim Strow ----------AGENC1 carlsbad Tim Strow ---A-G-EN_C ___ c_ar-Is-ba_d __ MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME VIC NB Left 2 3600 346 346 0.10 NB Left 2 3600 92 92 0.03 * NB Thru 1 2000 335 404 0.20 * NB Thru 1 2000 49 117 0.06 NB Right 0 0 69 0 0.00 NB Right 0 0 68 0 0.00 SB Left 2 3600 122 122 0.03 * SB Left 2 3600 267 267 0.07 SB Thru 1 2000 76 76 0.04 SB Thru 1 2000 368 368 0.18 SB Right 1 1800 96 96 0.05 SB Right 1 1800 381 381 0.21 * EB Left 2 3600 455 455 0.13 * EB Left 2 3600 92 92 0.03 EB Thru 3 6000 1773 1773 0.30 EB Thru 3 6000 1414 1414 0.24 * EB Right 1 1800 78 78 0.04 EB Right 1 1800 411 411 0.23 WB Left 2 3600 278 278 0.08 WB Left 2 3600 348 348 0.10 * WBThru 3 5800 1869 2078 0.36 * WBThru 3 5800 1537 1694 0.29 WB Right 0 0 209 0 0.00 WB Right 0 0 157 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.23 NORTH/SOUTH CRITICAL SUMS 0.24 EAST/WEST CRITICAL SUMS 0.49 EAST/WEST CRITICAL SUMS 0.34 SUM OF CRITICAL V/C RATIO 0.72 SUM OF CRITICAL V/C RATIO 0.58 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.82 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) B NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61 -<= B .61-<= C .71 -<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91-<= E .91-<= F >1.0 F >1.0 Project#: 1/29/2004 --------1111111 ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Faraday (E/W) INTERSECTION: Melrose (N/S) Faraday (E/W) SCENARIO: Year2020 SCENARIO: Year2020 COUNT DATE: PEAKHR: AM COUNT DATE: PEAKHR: PM -------------------ANALYST: Tim Strow AGENCY: ANALYST: Tim Strow AGENC' ---------- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME VIC LANES (1) HOUR VOLUME V/C NB Left 2 3600 400 400 0.11 * NB Left 2 3600 143 143 0.04 NBThru 3 6000 1416 1416 0.24 NBThru 3 6000 1412 1412 0.24 * NB Right I 1800 550 550 0.31 NB Right 1 1800 111 111 0.06 SB Left 2 3600 176 176 0.05 SB Left 2 3600 91 91 O.Q3 * SB Thru 3 6000 1307 1307 0.22 SB Thru 3 6000 1290 1290 0.22 SB Right I 1800 1074 821 0.46 * SB Right 1 1800 575 575 0.32 EB Left 2 3600 506 506 0.14 * EB Left 2 3600 767 767 0.21 * EB Thru 2 4000 393 393 0.10 EBThru 2 4000 164 164 0.04 EB Right 1 1800 421 221 0.12 EB Right 1 1800 383 383 0.21 WB Left 2 3600 111 111 0.03 * WB Left 2 3600 342 342 0.10 WB Thru 2 4000 300 300 0.08 WBThru 2 4000 614 614 0.15 * WB Right 1 1800 45 45 O.Q3 WBRight 1 1800 300 300 0.17 NORTH/SOUTH CRITICAL SUMS 0.57 NORTH/SOUTH CRITICAL SUMS 0.36 EAST/WEST CRITICAL SUMS 0.22 EAST/WEST CRITICAL SUMS 0.38 SUM OF CRITICAL V/C RATIO 0.79 SUM OF CRITICAL VIC RATIO 0.74 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.89 INTERSECTION CAPACITY UTILIZATION (ICU) 0.84 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right tum overlaE reduction to SBR V/C V/C Right tum overlaE reduction to EBR A 0-<= A 0-<= B .61-<= B .61-<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= ** extra wide outside lane E .91-<= E .91-<= F >1.0 F >1.0 Project#: 1/29/2004 --------.. ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Palomar Airport (E/W) INTERSECTION: Melrose (N/S) Palomar Airpor (E/W) SCENARIO: Year2020 SCENARIO: Year2020 COUNT DATE: PEAK HR: AM COUNT DATE: PEAK.HR: PM -------------------ANALYST: ANALYST: Tim Strow AGENCY_: ___ _ Tim Strow AGENC' ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 2 3600 291 291 0.08 * NB Left 2 3600 150 150 0.04 * NB Thru 4 8000 1728 1728 0.22 NBThru 4 8000 455 455 0.06 NB Right 1 1800 516 373 0.21 NB Right 1 1800 89 89 0.05 SB Left 2 3600 326 326 0.09 SB Left 2 3600 386 386 0.11 SB Thru 3 6000 423 423 0.o7 SB Thru 3 6000 1372 1372 0.23 SB Right 2 3600 896 115 0.03 * SB Right 2 3600 491 491 0.14 * EB Left 2 3600 781 781 0.22 * EB Left 2 3600 786 786 0.22 * EB Thru 3 6000 1199 1199 0.20 EB Thru 3 6000 1199 1199 0.20 EB Right l 1800 67 67 0.04 EB Right I 1800 375 375 0.21 WB Left 2 3600 47 47 O.Ql WB Left 2 3600 701 701 0.19 WBThru 3 6000 1608 1608 0.27 * WBThru 3 6000 1376 1376 0.23 * WB Right 1 1800 334 334 0.19 WBRight 1 1800 93 93 0.05 NORTH/SOUTH CRITICAL SUMS 0.31 NORTH/SOUTH CRITICAL SUMS 0.27 EAST/WEST CRITICAL SUMS 0.49 EAST/WEST CRITICAL SUMS 0.45 SUM OF CRITICAL V /C RA TIO 0.80 SUM OF CRITICAL V/C RATIO 0.72 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.90 INTERSECTION CAPACITY UTILIZATION (ICU) 0.82 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right tum overlap reduction to SBR and NBR V/C V/C 120 taken offNBR, diverted to Pasco Valinda A 0-<= A 0-<= because it was left off model B .61-<= B .61-<= C .71-<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= •• extra wide shared lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 1/29/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAP A CITY UTILIZATION INTERSECTION: .;;;E;.;;;C.;;,;R;...._ _____ (N"'--/S;;.;.) ___ Fa_ra_d_ay"--____ (,.._E/W_,)'- SCENARIO : Year 2020 + Project INTERSECTION: _E.,..C_R _______ __,(N.__/S_,_) ___ F_a_ra_d....,ay'-----.>:(E/W);...._-'--- SCENARIO : Year 2020 + Project COUNT DATE: PEAK HR:-'-A_M _______ _ COUNT DATE: PEAK HR:""P,;;,.Mc.__ ______ _ ANALYST: NEM AGENC) carlsbad ANALYST: NEM AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (!) HOUR VOLUME VIC LANES (1) HOUR VOLUME V/C NB Left 2 3600 851 851 0.24 NB Left 2 3600 280 280 0.08 NB Thru 3 5800 1473 1553 0.27 * NB Thru 3 5800 1742 1813 0.31 * NB Right 0 0 80 0 0.00 NB Right 0 0 71 0 0.00 SB Left 2 3600 1022 1022 0.28 * SB Left 2 3600 397 397 0.11 * SB Thru 3 5800 1535 1723 0.30 SB Thru 3 5800 1381 1470 0.25 SB Right 0 0 188 0 0.00 SB Right 0 0 89 0 0.00 EB Left 1 1800 58 58 0.03 * EB Left 1 1800 159 159 0.09 * EB Thru 1.5 3000 90 90 0.03 EB Thru 1.5 3000 402 402 0.13 EB Right 1.5 2700 360 360 0.13 EB Right 1.5 2700 589 449 0.17 WB Left 1 1800 181 181 0.10 WB Left 1 1800 341 341 0.19 WBThru 1.5 3000 533 533 0.18 * WBThru 1.5 3000 181 181 0.06 WB Right 1.5 2700 382 382 0.14 WBRight 1.5 2700 783 783 0.29 * NORTH/SOUTH CRITICAL SUMS 0.55 NORTH/SOUTH CRITICAL SUMS 0.42 EAST/WEST CRITICAL SUMS 0.23 EAST/WEST CRITICAL SUMS 0.38 SUM OF CRITICAL V/C RATIO 0.78 SUM OF CRITICAL V/C RATIO 0.80 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.88 INTERSECTION CAPACITY UTILIZATION (ICU) 0.90 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum V/C Partial RTO EBR V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91-<= E .91-<= F >l.0 F >1.0 Project#: 2/2/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Camino Real (N/S) Palomar Airport (E/W) INTERSECTION: El Camino Real (N/S) Palomar Airpor (E/W) SCENARIO: Year 2020 + Project SCENARIO: Year 2020 + Project COUNT DATE: COUNT DATE: PEAK HR:_A-'-M _______ _ PEAKHR: PM ----------ANALYST: NEM AGENC'i carlsbad ANALYST: NEM AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 1 1800 280 280 0.16 NB Left 1 1800 21 21 0.01 NB Thru 3 6000 1385 1385 0.23 * NB Thru 3 6000 691 691 0.12 * NB Right 2 3600 705 705 0.20 NB Right 2 3600 296 296 0.08 SB Left 2 3600 780 780 0.22 * SB Left 2 3600 746 746 0.21 * SB Thru 3 6000 805 805 0.13 SB Thru 3 6000 1351 1351 0.23 SB Right 1 1800 448 448 0.25 SB Right 1 1800 133 133 0.07 EB Left 2 3600 231 231 0.06 * EB Left 2 3600 369 369 0.10 EB Thru 3 5800 689 696 0.12 EB Thru 3 5800 968 1165 0.20 * EB Right 0 0 7 0 0.00 EB Right 0 0 197 0 0.00 WB Left 2 3600 589 589 0.16 WB Left 2 3600 857 857 0.24 * WBThru 3 6000 892 892 0.15 WB Thru 3 6000 618 618 0.10 WBRight 2 3600 978 978 0.27 * WB Right 2 3600 943 943 0.26 NORTH/SOUTH CRITICAL SUMS 0.45 NORTH/SOUTH CRITICAL SUMS 0.33 EAST/WEST CRITICAL SUMS 0.33 EAST/WEST CRITICAL SUMS 0.44 SUM OF CRITICAL V/C RATIO 0.78 SUM OF CRITICAL V/C RATIO 0.77 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.88 INTERSECTION CAPACITY UTILIZATION (ICU) 0.87 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61-<= B .61 -<= C .71 -<= C .71-<= * Denotes Critical Movements D .81 -<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91-<= E .91 -<= F >1.0 F >1.0 Project#: 2/2/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Faraday INTERSECTION: El Fuerte (N/S) Faraday (E/W) SCENARIO: Year 2020 + Project SCENARIO: Year 2020 + Project COUNT DATE: PEAK HR: AM COUNT DATE: PEAK HR: PM -------------------ANALYST: NEM A GEN Ci earls bad ANALYST: NEM AGENC' carlsbad MOVEMENT NO.of CAPACITY AMPEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (I) HOUR VOLUME V/C LANES (1) HOUR VOLUME VIC NB Left 1 1800 172 172 0.10 NB Left I 1800 113 113 0.06 * NB Thru 0 0 14 0 0.00 NB Thru 0 0 5 0 0.00 NB Right 2 3800 389 403 0.11 * NB Right 2 3800 117 122 0.03 SB Left I 1800 7 7 0.00 SB Left I 1800 11 II 0.Dl SB Thru 1 2000 5 11 0.01 * SB Thru 1 2000 15 26 0.01 * SB Right 0 0 6 0 0.00 SB Ri!!:ht 0 0 11 0 0.00 EB Left 1 1800 15 15 0.01 EB Left 1 1800 5 5 0.00 EB Thru 2 3800 1213 1310 0.34 * EB Thru 2 3800 435 548 0.14 * EB Right 0 0 97 0 0.00 EB Right 0 0 113 0 0.00 WB Left 1 1800 228 228 0.13 * WB Left I 1800 661 661 0.37 * WBThru 2 3800 989 1005 0.26 WB Thru 2 3800 782 788 0.21 WBRight 0 0 16 0 0.00 WB Right 0 0 6 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.11 NORTH/SOUTH CRITICAL SUMS 0.07 EAST/WEST CRITICAL SUMS 0.47 EAST/WEST CRITICAL SUMS 0.51 SUM OF CRITICAL V/C RATIO 0.58 SUM OF CRITICAL V/C RATIO 0.58 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 LEVEL OF SERVICE (LOS) B LEVEL OF SERVICE (LOS) B NOTES: LOS Maximum NOTES: LOS Maximum V/C VIC A 0 -<= A 0 -<= B .61-<= B .61-<= C .71-<= C .71-<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81-<= ** extra wide outside lane E .91-<= E .91-<= F >1.0 F >1.0 Project#: 2/2/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: El Fuerte (N/S) Palomar Airport (E/W) INTERSECTION: El Fuerte (N/S) Palomar Airpor (E/W) SCENARIO: Year 2020 + Project SCENARIO: Year 2020 + Project COUNT DATE: PEAKHR: AM COUNT DATE: PEAK HR: PM -------------------ANALYST: NEM AGENC'J carlsbad ANALYST: NEM AGENC' carlsbad MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (I) HOUR VOLUME V/C NB Left 2 3600 346 346 0.10 NB Left 2 3600 92 92 0.03 * NB Thru 1 2000 335 404 0.20 * NB Thru 1 2000 49 117 0.06 NB Right 0 0 69 0 0.00 NB Right 0 0 68 0 0.00 SB Left 2 3600 148 148 0.04 * SB Left 2 3600 287 287 0.08 SB Thru 1 2000 76 76 0.04 SB Thru 1 2000 368 368 0.18 SB Right 1 1800 96 96 0.05 SB Right 1 1800 381 381 0.21 * EB Left 2 3600 455 455 0.13 * EB Left 2 3600 92 92 0.03 EB Thru 3 6000 1773 1773 0.30 EBThru 3 6000 1414 1414 0.24 * EB Right I 1800 78 78 0.04 EB Right I 1800 411 411 0.23 WB Left 2 3600 278 278 0.08 WB Left 2 3600 348 348 0.10 * WBThru 3 5800 1878 2087 0.36 * WBThru 3 5800 1565 1722 0.30 WB Right 0 0 209 0 0.00 WB Right 0 0 157 0 0.00 NORTH/SOUTH CRITICAL SUMS 0.24 NORTH/SOUTH CRITICAL SUMS 0.24 EAST/WEST CRITICAL SUMS 0.49 EAST/WEST CRITICAL SUMS 0.34 SUM OF CRITICAL V/C RATIO 0.73 SUM OF CRITICAL V/C RATIO 0.58 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.83 INTERSECTION CAPACITY UTILIZATION (ICU) 0.68 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) B NOTES: LOS Maximum NOTES: LOS Maximum V/C V/C A 0-<= A 0-<= B .61 -<= B .61 -<= C .71-<= C .71 -<= * Denotes Critical Movements D .81 -<= • Denotes Critical Movements D .81-<= •• extra wide outside lane E .91 -<= E .91 -<= F >1.0 F >1.0 Project#: 2/2/2004 --------... ---------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose (N/S) Faraday (E/W) INTERSECTION: Melrose (N/S) Faraday (E/W) SCENARIO: Year 2020 + Project SCENARIO: Year 2020 + Project COUNT DATE: PEAKHR: AM COUNT DATE: PEAK HR: PM ANALYST: ANALYST: NEM ___ A_G_E_N_C_Y_: ----NEM ----------AGENC' ----- MOVEMENT NO.of CAPACITY AM PEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 2 3600 400 400 0.11 * NB Left 2 3600 143 143 0.04 * NB Thru 3 6000 1416 1416 0.24 NB Thru 3 6000 1412 1412 0.24 NB Right I 1800 550 550 0.31 NB Right 1 1800 111 111 0.06 SB Left 2 3600 176 176 0.05 SB Left 2 3600 91 91 0,03 SB Thru 3 6000 1307 1307 0.22 SB Thru 3 6000 1290 1290 0.22 SB Right 1 1800 1078 821 0.46 * SB Right l 1800 585 585 0.33 * EB Left 2 3600 515 515 0.14 * EB Left 2 3600 777 777 0.22 * EB Thru 2 4000 393 393 0.10 EB Thru 2 4000 164 164 0.04 EB Right 1 1800 421 221 0.12 EB Right l 1800 383 383 0.21 WB Left 2 3600 111 111 0.03 WB Left 2 3600 342 342 0.10 WBThru 2 4000 300 300 0.08 * WBThru 2 4000 614 614 0.15 WB Right 1 1800 45 45 0.03 WBRight 1 1800 300 300 0.17 * NORTH/SOUTH CRITICAL SUMS 0.57 . NORTH/SOUTH CRITICAL SUMS 0.37 EAST/WEST CRITICAL SUMS 0.22 EAST/WEST CRITICAL SUMS 0.39 SUM OF CRITICAL VIC RATIO 0.79 SUM OF CRITICAL V/C RATIO 0.76 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAPACITY UTILIZATION (ICU) 0.89 INTERSECTION CAPACITY UTILIZATION (ICU) 0.86 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right tum overtae reduction to SBR V/C V/C Ri11:ht tum overlae reduction to EBR A 0-<= A 0-<= B .61 -<= B .61 -<= C .71 -<= C .71 -<= * Denotes Critical Movements D .81-<= * Denotes Critical Movements D .81 -<= •• extra wide outside lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 2/2/2004 ------------------- INTERSECTION CAPACITY UTILIZATION INTERSECTION CAPACITY UTILIZATION INTERSECTION: Melrose {N/S) SCENARIO: Year 2020 + Project Palomar AiT?rt <E/W) INTERSECTION: Melrose Q':!/S) SCENARlO : Year 2020 + Project Palomar Ailyor ~E/W) COUNT DATE: PEAK.HR: AM COUNT DATE: PEAKHR: PM ANALYST: NEM ----------AGENCY: ANALYST: NEM __ A_G_E_N_C-,----- ----------------- MOVEMENT NO.of CAPACITY AMPEAK ADJUSTED AM PEAK MOVEMENT NO.of CAPACITY PM PEAK ADJUSTED PM PEAK LANES (1) HOUR VOLUME V/C LANES (1) HOUR VOLUME V/C NB Left 2 3600 291 291 0.08 NB Left 2 3600 150 150 0.04 * NBThru 4 8000 1728 1728 0.22 * NBThru 4 8000 455 455 0.06 NB Right 1 1800 516 373 0.21 NB Right I 1800 89 89 0.05 SB Left 2 3600 326 326 0.09 * SB Left 2 3600 386 386 0.11 SB Thru 3 6000 423 423 0.07 SB Thru 3 6000 1372 1372 0.23 SB Right 2 3600 896 115 0.03 SB Right 2 3600 491 491 0.14 * EB Left 2 3600 781 781 0.22 * EB Left 2 3600 786 786 0.22 * EBThru 3 6000 1225 1225 0.20 EBThru 3 6000 1219 1219 0.20 EB Right 1 1800 £,7 67 0.04 EB Right 1 1800 375 375 0.21 WBLeft 2 3600 47 47 O.Ql WB Left 2 3600 701 701 0.19 WBThru 3 6000 1617 1617 0.27 * WBThru 3 6000 1404 1404 0.23 * WBRight I 1800 334 334 0.19 WBRight 1 1800 93 93 0.05 NORTH/SOUTH CRITICAL SUMS 0.31 NORTH/SOUTH CRITICAL SUMS 0.27 EAST/WEST CRITICAL SUMS 0.49 EAST/WEST CRITICAL SUMS 0.45 SUM OF CRITICAL V/C RA TIO 0.80 SUM OF CRITICAL V/C RA TIO 0.72 ADJUSTMENT FOR LOST TIME 0.10 ADJUSTMENT FOR LOST TIME 0.10 INTERSECTION CAP A CITY UTILIZATION (ICU) 0.90 INTERSECTION CAPACITY UTILIZATION (ICU) 0.82 LEVEL OF SERVICE (LOS) D LEVEL OF SERVICE (LOS) D NOTES: LOS Maximum NOTES: LOS Maximum Right rum overlap reduction to SBR and NBR V/C V/C 120 taken offNBR, diverted to Pasco Valinda A 0-<= A 0-<= because left off model B .61-<= B .61-<= C .71-<= C .71-<= * Denotes Critical Movements D .81 -<= • Denotes Critical Movements D .81-<= •• extra wide shared lane E .91 -<= E .91-<= F >1.0 F >1.0 Project#: 21212004