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Home My WebLink AboutCUP 260B; PALOMAR TRANSFER STATION; TRAFFIC ASSESSMENT; 1997-02-27TRAFFIC ASSESSMENT PALOMAR TRANSFER STATION EXPANSION CARLSBAD, CALIFORNIA Prepared by: LINSCOTT LAW & GREENSPAN ENGINEERS 8989 Rio San Diego Drive, Suite 135 San Diego, CA 92108 (619) 299-3090 February 27, 1997 JPK/JAB/jh 3-970711 TABLE OF CONTENTS DESCRIPTION PAGE NO. Introduction........................................................................................................................ 1 Existing Street System . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . .. . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . 1 Existing Traffic Volumes.................................................................................................... 7 Project Traffic Generation................................................................................................. 7 Project Traffic Distribution ................................................................................................. 16 Project Traffic Assignment ................................................................................................ 16 Traffic Analysis Methodology ............................................................................................ 16 Existing Operations ................................................................................................ 25 Existing+ Project Operations (400 Ton Increase) ................................................. 28 Existing+ Project Operations (800 Ton Increase) ................................................. 28 Existing + Project Operations (1,200 Ton Increase) .............................................. 28 Collection Truck Queue ..................................................................................................... 29 Significance of Impacts/Recommended Mitigation Measures ........................................... 29 Conclusions ........................................................................................................................ 31 711.TOC TABLE NO. LIST OF TABLES DESCRIPTION PAGE NO. 1. Existing Daily Traffic Volumes.................................................................................... 8 2. Palomar Transfer Station Expected Truck Trip Increase ................................................................................ 10 3. Collection Truck Hourly Distribution .......................................................................... 11 4a. Project Traffic Generation (400 Ton Increase) ........................................................... 13 4b. Project Traffic Generation (800 Ton Increase) ........................................................... 14 4c. Project Traffic Generation (1,200 Ton Increase) ........................................................ 15 5. Signalized Intersection Operations ............................................................................. 26 6. Peak Hour Street Segment Operations ..................................................................... 27 7. Queueing Summary ................................................................................................... 30 711.TOC TABLE NO. LIST OF EXHIBITS DESCRIPTION PAGE NO. 1. Vicinity Map ................................................................................................................. 2 2. Project Area Map . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .. . . . 3 3. Site Plan ...................................................................................................................... 4 4. Existing Conditions Diagram....................................................................................... 6 5. Existing Traffic Volumes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9 6. Collection Truck Routes .............................................................................................. 17 7. Transfer Truck Routes ................................................................................................ 18 8a. Project Traffic Volumes (with PCE) 400 Additional Tons ............................................................................. 19 8b. Project Traffic Volumes (with PCE) 800 Additional Tons ............................................................................. 20 8c. Project Traffic Volumes (with PCE) 1,200 Additional Tons .......................................................................... 21 9a. Existing + Project Traffic Volumes (with PCE) 400 Additional Tons ............................................................................. 22 9b. Existing + Project Traffic Volumes (with PCE) 800 Additional Tons ............................................................................. 23 9c. Existing + Project Traffic Volumes (with PCE) 1,200 Additional Tons .......................................................................... 24 711.TOC LINSCOTT LAW & GREENSPAN ENGINEERS TRAFFIC IMPACT STUDY PALOMAR TRANSFER STATION EXPANSION CARLSBAD, CALIFORNIA INTRODUCTION The following traffic study has been prepared to determine and evaluate the potential traffic impacts on the surrounding circulation system of expanding the current operations at the Palomar Transfer Station to increase the permitted tonnage from the current 400 ton amount. The existing facility is located on the east side of El Camino Real, just north of Palomar Airport Road. Access is provided via a right-turn driveway on El Camino Real and a signalized access point at Faraday Drive. The general circulation pattern is for trucks to enter the site via the right-turn driveway and exit the site via Faraday Avenue. Exhibit 1 is a general map showing the existing project location. Exhibit 2 shows a more detailed project area map. Exhibit 3 shows the proposed site plan. This traffic study determines the potential impacts of the following three tonnage increases: • From 400 tons to 800 tons (400 ton increase) • From 400 tons to 1,200 tons (800 ton increase) • From 400 tons to 1,600 tons (1,200 ton increase) In general, an increase in the allowable tonnage at the facility will result in more collection trucks bringing solid waste to the site and more transfer trucks taking waste from the site to a local landfill. Included in this traffic study is the following: • Existing street system description • Project traffic generation estimation • Distribution and assignment of project traffic • Intersection and street segment capacity analysis • On-site queueing analysis • Discussion of potential significant impacts • Recommended mitigation measures EXISTING STREET SYSTEM According to the City of Carlsbad Street Design Criteria Table, Prime Arterials should be 106 feet wide in 126 feet of right-of-way (R/W), providing six thru lanes with bike 1 CAMP PENDLETON SOURCE: LLG Engineers, 1997 LINSCOTT LAW& GREENSPAN 2 RIVERSIDE COUNlY -----SAN oiEoo coiiim USA --:::.;...1-----__ _:MEX:.:;IC-':-:0~- 0 8 MILES 1 VICINITY MAP CARLSBAD TRANSFER STATION l / I I I -~'\...;---r----,:--.... I I \ I I I I I t 1 I ! SOURCE: Thomas Bros. Maps LINSCOTT LAW& GREENSPAN EN-GINEERS '--7 I I / / \ \ \ l I I I I \ 3 7 7 / _.../ ----- --, I \ NO SCALE 2 PROJECT AREA MAP CARLSBAD TRANSFER STATION SOURCE: VCA Engineers (02/14/97) LINSCOTT LAW& GREENSPAN ENGINEERS TIU:XPA.MN3 llaDtG -a. NO SCALE 3 SITE PLAN CARLSBAD TRANSFER STATION LINSCOTT LAW & GREENSPAN ENGINEERS lanes or curbside parking and an 18 foot wide raised median. Major Arterials should be 82 feet wide in 102 feet of RM/, providing four thru lanes with bike lanes or curbside parking and an 18 foot wide raised median. Secondary Arterials should be 64 feet wide in 84 feet of RM/, providing four thru lanes with curbside parking or a raised median with no parking. Four-Lane Collectors should be 48 feet wide in 68 feet of RM/, with a painted centerline and no parking. Two-Lane Collectors should be 40 feet wide in 60 feet of RM/, providing two thru lanes with a painted centerline and curbside parking. The following is a brief description of the existing roadway system in the project area. Exhibit 4 shows an existing conditions diagram. Interstate 5 (1-5) is a north/south facility which extends from the United States/Mexico border, the length of California and beyond. In the vicinity of the project, 1-5 provides four thru lanes in each direction. There is an interchange at Palomar Airport Road in the project vicinity. Palomar Airport Road is classified as a Prime Arterial. It runs east/west and generally provides three thru lanes in each direction with bike lanes. Within the project vicinity, Palomar Airport Road is signalized at the 1-5 ramps, Paseo Del Norte, College Boulevard, Camino Vida Roble, El Camino Real, and El Fuerte Street intersections. The interchange with 1-5 is a diamond configuration with a westbound to southbound loop on-ramp. The posted speed limit is 55 mph. El Camino Real is classified as a Prime Arterial. It runs north/south and generally provides three thru lanes in each direction with bike lanes. Within the project vicinity, El Camino Real is signalized at the Palomar Airport Road and Faraday Avenue intersections. The posted speed limit is 55 mph. College Boulevard is classified as a Major Arterial. It runs north/south and generally provides two thru lanes in each direction with no bike lanes. Within the project vicinity, College Boulevard is signalized at the Palomar Airport Road and El Camino Real intersections. Faraday Avenue is classified as a Secondary Arterial. It runs east/west and provides two thru lanes in each direction with no bike lanes. Within the project vicinity, Faraday Avenue is signalized at El Camino Real. The posted speed limit is 40 mph. Orion Street is classified as a Collector Street. It generally runs north/south and provides one thru lane in each direction with bike lanes. There is no posted speed limit. 5 LEGEND @ -Traffic Signal -er -STOP Sign BL -Bike Lane NP -No Parking 2U -Two lane undivided roadway 40 -Four lane divided roadway LINSCOTT LAW& GREENSPAN ENGINEERS '---• Q. Q.:::: ;::. z z '- -=f :,: !/iO 0-q-... ---• r NP 55 MPH 60 OMAR AIRPORT R NP ) N ~ PROJECT SITE :::::, !='Iii v15 '--~ --G:l~ i :::: ;)-:::-;::BL::--~5.;;;,D..._,:~::,J../1... /; BL 40 BL I\ ( NP__) s NP BL 0 v ~ .... r ~ I ,r NO SCALE 4 EXISTING CONDITIONS DIAGRAM CARLSBAD TRANSFER STATION LINSCOTT LAW & GREENSPAN ENGINEERS Street "A" is a two lane access road which provides direct access to the project site and the Carlsbad Municipal Water District. EXISTING TRAFFIC VOLUMES Table 1 shows a summary of the existing daily (ADT) traffic volumes on the street segments in the project area. These volumes were obtained from City of Carlsbad count records and reflect the most recent available counts. Manual turning movement counts were obtained from the 1996 Carlsbad Traffic Monitoring Program Report which was prepared by JHK & Associates in January 1997. These 1996 counts were conducted during the AM (6:00 -9:00) and PM (3:30 -6:30) peak hours in the middle of the week (either Tuesday, Wednesday or Thursday). Linscott, Law & Greenspan (LLG) also conducted AM/PM peak hour turning movement counts on February 18, 1997 at two intersections within the project area. A total of ten intersection were counted. • 1-5 southbound ramps/Palomar Airport Road (JHK) • 1-5 northbound ramps/Palomar Airport Road (JHK) • Paseo Del Norte/ Palomar Airport Road (JHK) • College Boulevard/ Palomar Airport Road (JHK) • Camino Vida Roble/ Palomar Airport Road (JHK) • El Camino Real/ Palomar Airport Road (JHK) • El Fuerte Street/ Palomar Airport Road (JHK) • El Camino Real/Faraday Avenue (JHK) • El Camino Real/Street "A" (LLG) • Faraday Avenue/Orion Street (LLG) Exhibit 5 shows the existing AM/PM peak hour and daily traffic volumes. Appendix A contains the intersection manual count sheets. PROJECT TRAFFIC GENERATION The proposed project will generate traffic only in terms of the additional collection trucks and transfer trucks which would utilize the facility. Less than five additional weekday employees are expected. The number of additional collection and transfer trucks was estimated assuming an average payload of 8 tons for collection trucks and 22 tons for transfer trucks. Table 2 shows the truck trip estimates for three tonnage increases (400, 800 and 1,200 tons). The peak hour truck volumes were estimated based on hourly counts obtained from San Marcos Landfill records. Table 3 summarizes the hourly collection truck breakdown. In general, transfer station operations are off-peak. 7 LINSCOTT LAW & GREENSPAN ENGINEERS STREET SEGMENT Palomar Airport Road e/o Paseo Del Norte e/o College Boulevard e/o Camino Vida Roble e/o El Camino Real e/o El Fuerte Street El Camino Real w/o Palomar Airport Road Faraday Avenue e/o El Camino Real TABLE 1 EXISTING DAILY TRAFFIC VOLUMES DATE PEAK HOUR 24-HOUR VOLUME DIRECTIONS VOLUME (BOTH DIRECTIONS) 5/22/96 EB 2,408 41,690 WB 2,518 3/15/95 EB 1,596 26,900 WB 1,594 7/31/96 EB 1,431 24,410 WB 1,279 7/31/96 EB 2,271 37,620 WB 2,212 7/31/96 EB 2,522 37,940 WB 2,650 7/31/96 NB 1,362 26,490 SB 1,331 5/17/95 EB 383 5,970 WB 469 SOURCE: 1996 Carlsbad Traffic Monitoring Program, JHK & Associates. tab1.711 8 NOTE: ADT' s are shown mid block AM/PM Peak hour volumes are shown at the intersections .............. .-· C '-547/1444'. •. -538/ 792 ,' LINSCOTT LAW& GREENSPAN ENGINEERS ..... C0 <;,'l. 5970 / 1& : \f> /\'l.1 : ,. . ··••••• PROJECT SITE 0 ..... <O . "' "' 37,620 NO SCALE 5 EXISTING TRAFFIC VOLUMES AM/PM PEAK HOURS & ADT·s CARLSBAD TRANSFER STATION LINSCOTT LAW & GREENSPAN ENGINEERS TONNAGE INCREASE A 400 Tons B. 800 Tons C. 1,200 Tons TABLE 2 PALOMAR TRANSFER STATION EXPECTED TRUCK TRIP INCREASE AVERAGE PAYLOAD ADDITIONAL TRUCKS PER DAY Collection Transfer Collection Transfer Trucks Trucks Trucks Trucks 8 23 50 18 8 23 100 36 8 23 150 54 Example: 400 tons + 8 tons/truck = 50 trucks tab2.711 10 LINSCOTT LAW & GREENSPAN ENGINEERS TIME PERCENT OF TRUCKS* 7-8AM 6.4% 8-9AM 8.2% 9-10 AM 9.9% 10-11AM 10.9% 11 -12 AM 12.7% 12 -1 PM 12.7% 1-2 PM 9.1% 2-3 PM 12.2% 3-4 PM 13.6% 4-5 PM 4.3% TOTAL 100% TABLE 3 COLLECTION TRUCK HOURLY DISTRIBUTION NUMBER OF ADDITIONAL COLLECTION TRUCKS 400 Additional Tons 800 Additional Tons 1,200 Additional Tons 3 6 10 4 8 12 5 10 15 6 11 16 6 13 19 6 13 19 5 9 14 6 12 18 7 14 20 2 4 7 50 100 150 * Based on hourly counts at the San Marcos Landfill. tab3.711 11 LINSCOTT LAW & GREENSPAN ENGINEERS About 7% of collection truck trips occur during the AM peak hour (7:00 -8:00 AM) and 5% occur during the PM peak hour (4:00 -5:00 PM). Transfer truck schedules are such that virtually no transfer truck trips occur during peak commuter hours. It is obvious to any driver that trucks impact roadway capacity more so than passenger vehicles. Since the project will result in a relatively large increase in truck trips, a Passenger Car Equivalence (PCE) factor was applied to the generated truck trips. PCE is defined in the Highway Capacity Manual (HCM) as the number of passenger cars that are displaced by a single heavy vehicle of a particular type under prevailing traffic conditions. Heavy vehicles have a greater traffic impact than passenger cars since: 1) they are larger than passenger cars, and therefore, occupy more roadway space; and 2) their performance characteristics are generally inferior to passenger cars, leading to the formation of downstream gaps in the traffic stream (especially on upgrades) which cannot always be effectively filled by normal passing maneuvers. Based on information provided in the HCM, a PCE factor of 2.0 was used for collection trucks and 4.0 for the larger transfer trucks. Tables 4a, 4b and 4c show the traffic generation estimates for a 400, 800 and 1,200 ton increase, respectively. The amount of additional traffic is shown in terms of both actual number of vehicles (without PCE factor) and "perceived" number of vehicles (with PCE factor). The traffic study analyzes the impacts with a PCE factor. Table 4a (400 ton increase) shows that the project would generate 136 ADT (actual trips) with 4 inbound/5 outbound trips during the AM peak hour and 4 inbound/3 outbound trips during the PM peak hour. The PCE adjusted number of trips is 344 ADT with 8 inbound/12 outbound trips during the AM peak hour and 10 inbound/6 outbound trips during the PM peak hour. Table 4b (800 ton increase) shows that the project would generate 272 ADT (actual trips) with 8 inbound/9 outbound trips during the AM peak hour and 7 inbound/6 outbound trips during the PM peak hour. The PCE adjusted number of trips is 688 ADT with 18 inbound/22 outbound trips during the AM peak hour and 18 inbound/14 outbound trips during the PM peak hour. Table 4c (1,200 ton increase) shows that the project would generate 408 ADT (actual trips) with 13 inbound/14 outbound trips during the AM peak hour and 11 inbound/10 outbound trips during the PM peak hour. The PCE adjusted number of trips is 1,032 ADT with 30 inbound/34 outbound trips during the AM peak hour and 28 inbound/24 outbound trips during the PM peak hour. 12 LINSCOTT LAW & GREENSPAN ENGINEERS TABLE4A PROJECT TRAFFIC GENERATION 400 TON INCREASE TRUCK TYPE ACTUAL NUMBER OF VEHICLES ADJUSTED NUMBER OF VEHICLES (WITHOUT PCE FACTOR) (WITH PCE FACTOR) DAILY AM PEAK PM PEAK DAILY AM PEAK PM PEAK TOTAL HOUR HOUR TOTAL HOUR HOUR AMOUNT 7:00-8:00 4:00-5:00 AMOUNT 7:00-8:00 4:00-5:00 (IN+ OUT) IN OUT IN OUT (IN+ OUT) IN OUT IN OUT Collection Trucks (50) 100 4 4 3 3 200 8 8 6 6 Tranfer Trucks (18) 36 0 1 1 0 144 0 4 4 0 TOTAL 136 4 5 4 3 344 8 12 10 6 NOTE: a. Peak hour volumes based on hourly counts at the San Marcos Landfill. b. PCE = Passenger Car Equivalence (2.0 for collection trucks and 4.0 for transfer trucks). c. PCE factors based on data contained in the Highway Capacity Manual. d. Assumes collection trucks average an 8 ton payload and transfer trucks average a 22 ton payload. tab4a.711 13 LINSCOTT LAW & GREENSPAN ENGINEERS TABLE48 TRAFFIC GENERATION 800 TON INCREASE TRUCK TYPE ACTUAL NUMBER OF VEHICLES ADJUSTED NUMBER OF VEHICLES (WITHOUT PCE FACTOR) (WITH PCE FACTOR) DAILY AM PEAK PM PEAK DAILY AM PEAK PM PEAK TOTAL HOUR HOUR TOTAL HOUR HOUR AMOUNT 7:00 -8:00 4:00 -5:00 AMOUNT 7:00-8:00 4:00-5:00 (IN+ OUT) IN OUT IN OUT (IN+ OUT) IN OUT IN OUT Collection Trucks (100) 200 7 7 5 5 400 14 14 10 10 Tranfer Trucks (36) 72 1 2 2 1 288 4 8 8 4 TOTAL 272 8 9 7 6 688 18 22 18 14 NOTE: a. Peak hour volumes based on hourly counts at the San Marcos Landfill. b. PCE = Passenger Car Equivalence (2.0 for collection trucks and 4.0 for transfer trucks). c. PCE factors based on data contained in the Highway Capacity Manual. d. Assumes collection trucks average an 8 ton payload and transfer trucks average a 22 ton payload. tab4b.711 14 LINSCOTT LAW & GREENSPAN ENGINEERS TABLE4C TRAFFIC GENERATION 1,200 TON INCREASE TRUCK TYPE ACTUAL NUMBER OF VEHICLES ADJUSTED NUMBER OF VEHICLES (WITHOUT PCE FACTOR) (WITH PCE FACTOR) DAILY AM PEAK PM PEAK DAILY AM PEAK PM PEAK TOTAL HOUR HOUR TOTAL HOUR HOUR AMOUNT 7:00 -8:00 4:00-5:00 AMOUNT 7:00-8:00 4:00-5:00 (IN+ OUT) IN OUT IN OUT (IN+ OUT) IN OUT IN OUT Collection Trucks (150) 300 11 11 8 8 600 22 22 16 16 Tranfer Trucks (54) 108 2 3 3 2 432 8 12 12 8 TOTAL 408 13 14 11 10 1,032 30 34 28 24 NOTE: a. Peak hour volumes based on hourly counts at the San Marcos Landfill. b. PCE = Passenger Car Equivalence (2.0 for collection trucks and 4.0 for transfer trucks). c. PCE factors based on data contained in the Highway Capacity Manual. d. Assumes collection trucks average an 8 ton payload and transfer trucks average a 22 ton payload. tab4c.711 15 LINSCOTT LAW & GREENSPAN ENGINEERS PROJECT TRAFFIC DISTRIBUTION The project traffic was distributed to the street system based on the anticipated routes of the collection and transfer trucks. The exact origin of the waste is unknown at this time. It is possible that the Cities of Vista, San Marcos and Carlsbad will utilize the facility. The best estimate of collection truck routes is 65% to/from the east on Palomar Airport Road and 35% to/from the west on Palomar Airport Road as shown on Exhibit 6. All collection truck traffic will utilize Palomar Airport Road to reach the site. Trucks will be instructed to not utilize El Camino Real. The exact destination of the waste is also unknown at this time. It is probable that the Sycamore Landfill will be utilized. Coast Waste Management personnel indicated that the best estimate of transfer truck routes was to assume a 50/50 split east and west on Palomar Airport Road. Exhibit 7 shows this transfer truck route assumption. PROJECT TRAFFIC ASSIGNMENT Based on the established distribution patterns for the collection and transfer trucks, the traffic which will be generated by the project was assigned to the street system. Exhibit Sa shows the assignment of project traffic assuming a 400 ton increase in permitted tonnage. The traffic volumes on this exhibit are in terms of PCE and are not actual traffic volumes. Exhibit 8b shows the PCE adjusted project traffic volumes assuming 800 additional tons. Exhibit Sc shows the PCE adjusted project traffic volumes assuming 1,200 additional tons. Exhibits 9a, 9b and 9c shows the existing + project (with PCE) traffic volumes for an additional 400, 800 and 1,200 tons, respectively. Again, the project traffic was analyzed with the PCE factor. TRAFFIC ANALYSIS METHODOLOGY The traffic analysis assesses the key intersections and street segments in the project area. The following intersections and several street segments are analyzed in this report. All of the intersections are signalized. • 1-5 southbound ramps/Palomar Airport Road • 1-5 northbound ramps/Palomar Airport Road • Paseo Del Norte/Palomar Airport Road • College Boulevard/Palomar Airport Road • Camino Vida Roble/Palomar Airport Road • El Camino Real/Palomar Airport Road 16 I-' -...J LINSCOTT LAW& GREENSPAN ENGINEERS PALOMAR AIRPORT RD PROJECT SITE ~Iii w 2 ii:l NOTE: -Trucks will enter the site via Street "A" and exit the site via Faraday Avenue. NO SCALE 6 COLLECTION TRUCK ROUTES CARLSBAD TRANSFER STATION f-' (X) LINSCOTT LAW& GREENSPAN ENGINEERS PALOMAR AIRPORT RD PROJECT SITE NOTE: -Trucks will enter the site via Street "A" and exit the site via Faraday Avenue. NO SCALE 7 TRANSFER TRUCK ROUTES CARLSBAD TRANSFER STATION I-" \.0 NOTE: -ADT's are shown midblock -AM/PM Peak hour volumes are shown at the intersections -THE VOLUMES ON THIS EXHIBIT ARE PCE ADJUSTED. THEY DO NOT REPRESENT THE ACTUAL NUMBER OF TRUCK TRIPS. LINSCOTT LAW& GREENSPAN ENGINEERS 142 -s/2 PROJECT SITE 202 ~t,; w ::, LL ci 202 NO SCALE 8a PROJECT TRAFFIC VOLUMES (WITH PCE) 400 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION N 0 NOTE: -ADT's are shown midblock -AM/PM Peak hour volumes are shown at the intersections -THE VOLUMES ON THIS EXHIBIT ARE PCE ADJUSTED. THEY DO NOT REPRESENT THE ACTUAL NUMBER OF TRUCK TRIPS. LINSCOTT LAW& GREENSPAN ENGINEERS 288 -9/5 -915 288 PALOMAR AIRPORT RO PROJECT SITE ~tii l,J ::, " ..J l,J 404 -"'" 404 NO SCALE 8b PROJECT TRAFFIC VOLUMES (WITH PCE) 800 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION N I-' NOTE: -ADT' s are shown mid block -AM/PM Peak hour volumes are shown at the intersections -THE VOLUMES ON THIS EXHIBIT ARE PCE ADJUSTED. THEY DO NOT REPRESENT THE ACTUAL NUMBER OF TRUCK TRIPS. LINSCOTT LAW& GREENSPAN ENGINEERS -14/10 -14/10 426 PALOMAR AlRPORT RO PROJECT SITE ~Iii L,J 2 ;;:l 606 _ 1811s 606 0 .... (0 <"'i N 20/14_ NO SCALE Be PROJECT TRAFFIC VOLUMES (WITH PCE) 1200 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION N N NOTE: ADT's are shown midblock AM/PM Peak hour volumes are shown at the intersections LINSCOTT LAW& GREENSPAN ENGINEERS ... , ,r 148/ 169..) l I 2470/1211-:!0§l 1s2/ 21s, ~';::-~ 0 -~ 0 ~ CX) <:,'l- 6314 / ,s : \f> l''l,1 : 24,552 37,822 NO SCALE 9a EXISTING + PROJECT TRAFFIC VOLUMES {WITH PCE) 400 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION N w NOTE: ADT's are shown midblock AM/PM Peak hour volumes are shown at the intersections 318/537 122/249 . 1 LINSCOTT LAW& GREENSPAN ENGINEERS ""\ t ,r 148/ 169...) r 2474/1214-5°m 152/ 216""' ~~~ 0 -:!: 0 .... C0 '.... 125/ 1J4 -800/2323 r 111 367 ::: 99/119 895/1960 r o; 729,888 PALOMAR AIRPORT RO 6662 PROJECT SITE 0 .... U) N' N 38,024 NO SCALE 9b EXISTING + PROJECT TRAFFIC VOLUMES (WITH PCE) 800 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION NOTE: ADT's are shown midblock AM/PM Peak hour volumes are shown at the intersections LINSCOTT LAW& GREENSPAN ENGINEERS ..... CX) ~ 7002 / 1& ; ,.,, pi\: 0 ..... (0 c-J N 38,226 NO SCALE 9c EXISTING + PROJECT TRAFFIC VOLUMES {WITH PCE) 1200 ADDITIONAL TONS AM/PM PEAK HOURS & ADT's CARLSBAD TRANSFER STATION LINSCOTT LAW & GREENSPAN ENGINEERS • El Fuerte Street/Palomar Airport Road • El Camino Real/Faraday Avenue Two different methodologies were utilized to analyze the signalized intersections and street segments, as outlined below. The signalized intersections are analyzed using the Intersection Capacity Utilization (ICU) method, which is required by the City of Carlsbad. The ICU procedure is based on an article in the Institute of Transportation Engineers Journal (August 1978) and assumes the traffic flow characteristics of signalized intersections. It computes the Level of Service (LOS) for the total intersection based upon a summation of volume to capacity 0f /C) ratios for the key conflicting· movements. The ICU numerical value represents the percent of signal green time, and thus, the capacity required to serve the intersection traffic. The LOS for signalized intersections varies from A (free flow, little delay) to F ("jammed" conditions). Table 5 shows the signalized intersection operations during the AM and PM peak hours. Appendix B provides a more detailed explanation of the ICU methodology, a full description of LOS and the signalized intersection calculation sheets. The key street segments in the project area are analyzed on a peak hour basis. A volume to capacity ratio (V/C) is calculated for each direction of the street segment during the peak hour. The City of Carlsbad assumes a one-direction capacity of 1,800 vehicles per lane per hour. A LOS is determined by using v/c thresholds, as shown on Table 6. Table 6 shows a summary of the street segment operations. The following is a discussion of the existing and existing + project operations for the three tonnage increase alternatives. EXISTING OPERATIONS Table 3 shows a summary of the existing signalized intersection operations in the project area. This table shows that each intersection is calculated to currently operate at LOS D or better during both the AM and PM peak hours, with two exceptions. The Palomar Airport Road/1-5 northbound ramps (LOS E) and Palomar Airport Road/El Fuerte (LOS F) intersections are calculated to currently operate poorly. Table 4 shows a summary of the existing street segment operations in the project area. This table shows that each segment is calculated to currentlX operate at LOS C or better during the peak hour. 25 m z C) TABLE 5 z m SIGNALIZED INTERSECTION OPERATIONS m ;;<J V, INTERSECTION PEAK EXISTING EXISTING + PROJECT EXISTING + PROJECT EXISTING + PROJECT HOUR (400 TON INCREASE) (800 TON INCREASE) (1,200 TON INCREASE) ICU LOS ICU LOS ICU LOS ICU LOS 1-5 SB Ramps/Palomar Airport Road AM 0.50 A 0.50 A 0.50 A 0.50 A PM 0.46 A 0.46 A 0.46 A 0.46 A 1-5 NB Ramps/Palomar Airport Road AM 0.75 C 0.75 C 0.75 C 0.76 C PM 0.93 E 0.93 E 0.93 E 0.93 E Paseo Del Norte/Palomar Airport Road AM 0.67 B 0.67 B 0.67 B 0.67 B PM 0.70 B 0.70 B 0.70 B 0.70 B College Boulevard/Palomar Airport Road AM 0.63 B 0.63 B 0.63 B 0.63 B N PM 0.82 D 0.82 D 0.82 D 0.82 D CJ'\ Camino Vida Roble/Palomar Airport Road AM 0.54 A 0.54 A 0.54 A 0.55 A PM 0.62 B 0.62 B 0.62 B 0.62 B El Camino Real/ Palomar Airport Road AM 0.63 B 0.64 B 0.65 B 0.65 B PM 0.78 C 0.78 C 0.78 C 0.78 C El Fuerte Street/Palomar Airport Road AM 0.88 D 0.88 D 0.88 D 0.88 D PM 1.06 F 1.06 F 1.07 F 1.07 F El Camino Real/Faraday Avenue AM 0.68 B 0.68 B 0.69 B 0.69 B PM 0.77 C 0.77 C 0.78 C 0.78 C ICU = Intersection Capacity Utilization ICU LOS LOS = Level of Service 0.00 to 0.60 A 0.61 to 0.70 B 0.71 to 0.80 C 0.81 to 0.90 D 0.91 to 1.00 E > 1.00 F tab5.711 N -...J TABLE 6 PEAK HOUR STREET SEGMENT OPERATIONS STREET SEGMENT # DIR EXISTING* LANES VOL V/C Palomar Airport Road e/o Paseo Del Norte 3 EB 2,408 0.45 3 WB 2,518 0.47 e/o Camino Vida Roble 2 EB 1,431 0.40 2 WB 1,279 0.36 e/o College Boulevard 3 EB 1,596 0.30 3 WB 1,594 0.30 e/o El Camino Real 2 EB 2,271 0.63 3 WB 2,212 0.41 e/o El Fuerte Street 2 EB 2,522 0.70 2 WB 2,650 0.74 El Camino Real n/o Palomar Airport Road 3 NB 1,362 0.25 3 SB 1,331 0.25 Faraday Avenue e/o El Camino Real 2 EB 383 0.11 2 WB 469 0.13 *Source: 1996 Carlsbad Traffic Monitoring Program, JHK & Associates. VOL= Volume tab6.711 LOS A A A A A A B A B C A A A A EXISTING+ EXISTING+ PROJECT PROJECT (400 TON INCREASE) (800 TON INCREASE) VOL V/C LOS VOL V/C LOS 2,412 0.45 A 2,415 0.45 A 2,523 0.47 A 2,527 0.47 A 1,435 0.40 A 1,438 0.40 A 1,284 0.36 A 1,288 0.36 A 1,600 0.30 A 1,603 0.30 A 1,599 0.30 A 1,603 0.30 A 2,278 0.63 B 2,284 0.63 B 2,217 0.41 A 2,223 0.41 8 2,529 0.70 B 2,535 0.70 B 2,655 0.74 C 2,661 0.74 C 1,372 0.25 A 1,380 0.26 A 1,343 0.25 A 1,353 0.25 A 383 0.11 A 383 0.11 A 481 0.13 A 491 0.14 A V/C LOS 0.00 to 0.60 A 0.61 to 0.70 B 0.71 to 0.80 C 0.81 to 0.90 D 0.91 to 1.00 E > 1.00 F EXISTING+ PROJECT (1,200 TON INCREASE) VOL V/C LOS 2,420 0.45 A 2,532 0.47 A 1,443 0.40 A 1,293 0.36 A 1,608 0.30 A 1,608 0.30 A 2,291 0.64 B 2,230 0.41 8 2,542 0.71 C 2,668 0.74 C 1,392 0.26 A 1,355 0.25 A 383 0.11 A 503 0.14 A LINSCOTT LAW & GREENSPAN ENGINEERS EXISTING+ PROJECT OPERATIONS (400 TON INCREASE) Table 2a shows that a 400 ton increase project will add only a very small amount of AM (20 PCE adjusted trips) and PM (16 PCE adjusted trips) peak hour traffic. Table 3 shows that this small amount of additional traffic is calculated to not change the LOS of any of the key intersections. In fact, none of the ICU values decrease, with one exception. The ICU value at the Palomar Airport Road/El Camino Real intersection decreases from 0.63 to 0.64 during the AM peak hour. This is an insignificant decrease within LOS B. Table 4 shows that the additional project traffic is calculated to not decrease the peak hour v/c ratio on any of the street segments in the project area. The calculations show that a 400 ton increase in permitted tonnage would not significantly impact any of the key intersections or street segments in the project area. EXISTING+ PROJECT OPERATIONS (800 TON INCREASE) Table 2b shows that an 800 ton increase project will only add a very small amount of AM (40 PCE adjusted trips) and PM (32 PCE adjusted trips) peak hour traffic. Table 3 shows that this small amount of additional traffic is calculated to not change the LOS at any of the key intersections. In fact, none of the ICU values decrease more than 0.01 except for a 0.02 decrease during the AM peak hour at the Palomar Airport Road/El Camino Real intersection. This is an insignificant decrease within LOS B. Table 4 shows that the additional project traffic is calculated to not decrease the peak hour v/c ratio more than 0.01 on any of the street segments in the project area. The calculations show that an 800 ton increase in permitted tonnage would not significantly impact the key intersections or street segments in the project area. EXISTING+ PROJECT OPERATIONS (1200 TON INCREASE) Table 2c shows that a 1,200 ton increase project will add only a small amount of AM (64 PCE adjusted trips) and PM (52 PCE adjusted trips) peak hour traffic. 28 LINSCOTT LAW & GREENSPAN ENGINEERS Table 3 shows that this small amount of additional traffic is calculated to not change the LOS at any of the key intersections. In fact, none of the ICU values decrease more than 0.01 except for a 0.02 decrease during the AM peak hour at the El Camino Real/ Palomar Airport Road intersection. This is an insignificant decrease within LOS 8. Table 4 shows that the additional project traffic is calculated to not decrease the peak hour v/c ratio more than 0.01 on any of the street segments in the project area. COLLECTION TRUCK QUEUE Currently there are four bays on-site which collection trucks can use to unload their contents. Unloading time averages about 15 minutes. Therefore, about 16 collection trucks per hour can be accommodated. If more than 16 trucks per hour arrive at the site, a queue will begin to develop. Table 7 shows a summary of the hourly collection truck arrivals for the three tonnage alternatives. The hourly arrival distribution is based on traffic counts conducted at the San Marcos Landfill. This table shows that the hourly arrivals are expected to be less than 16 trucks per hour at 800 tons per day, indicating that queues are not expected to develop. At 1,200 tons per day, more than 16 trucks are expected to arrive in one hour at times. A queue of about 10 collection trucks may occur. Some of this queue can be accommodated on site and a portion may extend onto the access roadway. Based on these calculations, the provision of seven bays would ensure that collection truck queues do not develop. A 1,600 ton per day operation would have a maximum of 28 collection trucks arriving in one hour. Therefore, it would be important to provide seven on-site bays to serve this amount. Queues would be expected to develop only on rare occasions with a 1,600 ton per day operation and the provision of seven bays. SIGNIFICANCE OF IMPACTS/MITIGATION MEASURES The increase in traffic which would result from increasing the permitted tonnage by 400, 800 or 1,200 tons would not degrade the peak hour ICU value by more than 0.02 at any intersection or degrade the peak hour v/c ratio by more than 0.01 on any street segment. Therefore, increasing the permitted tonnage by 400, 800 or 1,200 tons would not significantly impact any intersections or street segments in the project area. Mitigation measures are not necessary. However, the following improvements are recommended to provide adequate access to the project site. 29 LINSCOTT LAW & GREENSPAN ENGINEERS HOUR 7:00 -8:00 AM 8:00 -9:00 AM 9:00 -10:00 AM 10:00 -11 :00 AM 11:00-NOON NOON -1 :00 PM 1 :00 -2:00 PM 2:00 -3:00 PM 3:00 -4:00 PM 4:00 -4:30 PM TOTAL TABLE 7 QUEUEING SUMMARY COLLECTION TRUCK ARRIVALS 800 TONS 1,200 TONS 1,600 TONS PER DAY PER DAY PER DAY 6 10 12 8 12 16 10 15 20 11 16 22 13 19 26 13 19 26 9 14 18 12 18 24 14 20 28 4 7 8 100 150 200 NOTE: See Table 3 for collection truck hourly distribution percentages tab?.711 Service Rate = 16 trucks per hour (assumes four bays and 15 minute service time) or 28 trucks per hour (assumes seven bays and 15 minute service time). 30 LINSCOTT LAW & GREENSPAN ENGINEERS 1) Widen El Camino Real south of the existing site access driveway (Street "A") to provide a right-turn deceleration lane. 2) Restripe and improve Street "A" between El Camino Real and Faraday Avenue to provide at least 40 feet of pavement. Provide a 14 foot wide right-turn only lane on Street "A" at El Camino Real with a wide inbound lane to accommodate trucks. The stop bar should be moved westward to it's proper location, closer to El Camino Real. 3) Stripe a left-turn lane on Street "A" at the Carlsbad Municipal Water District driveway. 4) Change the controls at the Faraday Avenue/Street "A"/Orion Street intersection to only stop Faraday Avenue. This will eliminate trucks needing to stop on the Street "A" incline. 6) Restripe the westbound approach at the El Camino Real/Faraday Avenue to provide two left-turn lanes and one shared thru/right-turn lane, as opposed to the current single left-turn lane and two thru lanes. This is warranted based on existing volumes. CONCLUSIONS This traffic study determined the potential traffic impacts of increasing the allowable tonnage (by 400, 800 or 1,200 tons) at the existing Palomar Transfer Station. Such an increase in tonnage at the transfer station would result in more truck trips to/from the site. Table 2a shows that increasing the tonnage by 400 tons will result in about 68 more trucks per day and that less than 10 of these trips will occur during either the AM or PM commuter hours. Increasing the tonnage by 800 tons will result in about 136 more trucks per day and that less than 20 of these trips will occur during either the AM or PM commuter hours. Increasing the tonnage by 1,200 tons per day will result in about 204 more trucks per day and less than 30 of these trips will occur during either the AM or PM commuter hours. In general, it is expected that the project, even with a 1,200 ton increase in tonnage, will not noticeably impact peak hour operations in the project area (i.e. on El Camino Real and Palomar Airport Road) since the majority of transfer station related traffic occurs mid-day. 711.rpt 31 LINSCOTT LAW & GREENSPAN ENGINEERS APPENDIX A Manual Counts Sheets LINSCOTT, LAW & GREENSPAN 8989 RIO SAN DIEGO DRIVE, SUITE 135 SAN DIEGO, CA 92108 (619)299-3090 Prepared for : CARLSBAD MRF INTERSECTION : ORION ST AND FARADAY AVE TCS FILE NAME: B:711xpfao.MCT ABNORMAL CONDITIONS: ORION ST ***MANUAL COUNT SUMMARY*** JOB#: 3-970711 DATE: 02/18/97 DAY : TUESDAY TIME: 4:00PM -5:00PM FARADAY AVE ---------------------------------------------------------------------------------------------- NORTHBOUND SOUTHBOUND 1/4 HR TOTALS EASTBOUND WESTBOUND 1/4 HR TOTALS TIME -------------------------------------------------------------------------------------- BEGIN LEFT THRU RIGHT LEFT THRU RIGHT NBD SBD BOTH LEFT THRU RIGHT LEFT THRU RIGHT EBD WBD BOTH ---------------------------------------------------- *4:00 10 1 11 11 12 23 5 5 10 0 10 *4:15 9 4 1 13 13 14 27 2 2 4 0 4 *4:30 5 2 1 6 7 7 14 5 2 7 0 7 *4:45 11 3 0 3 14 3 17 5 3 8 0 8 * PEAK HOUR from 4:00 PM TO 5:00 PM 35 10 0 0 3 33 45 36 81 17 0 12 0 0 0 29 0 29 PEAK HOUR APPROACH DIAGRAM 3 33 I 0 N I I I <--+ V +--> W--+--E A A s 17 --+ +--0 Cl---> <--0 FARADAY AVE 12 --+ +--0 V V <--+ A +--> I 35 I 0 10 ORION ST TOTAL VOLUMES -------------- 15 MIN HOURLY 33 110 31 21 25 110 110 LINSCOTT, LAW & GREENSPAN 8989 RIO SAN DIEGO DRIVE, SUITE 135 SAN DIEGO, CA 92108 (619)299-3090 Prepared for : CARLSBAD MRF INTERSECTION : ORION ST AND FARADAY AVE TCS FILE NAME: B:711xafao.MCT ABNORMAL CONDITIONS: ORION ST ***MANUAL COUNT SUMMARY*** JOB#: 3-970711 DATE: 02/18/97 DAY : TUESDAY TIME: 7:00AM -8:00AM FARADAY AVE ---------------------------------------------------------------------------------------------- NORTHBOUND SOUTHBOUND 1/4 HR TOTALS EASTBOUND WESTBOUND 1/4 HR TOTALS TIME -------------------------------------------------------------------------------------- BEGIN LEFT THRU RIGHT LEFT THRU RIGHT NBD SBD BOTH LEFT THRU RIGHT LEFT THRU RIGHT EBD WBD BOTH --------------------------------------------------------- *7:00 4 6 0 3 10 3 13 6 5 11 0 11 *7:15 8 2 0 5 10 5 15 4 5 9 0 9 *7:30 13 3 1 4 16 5 21 12 8 20 0 20 *7:45 6 8 0 2 14 2 16 6 8 14 0 14 * PEAK HOUR from 7:00 AM TO 8:00 AM 31 19 0 0 1 14 50 15 65 28 0 26 0 0 0 54 0 54 PEAK HOUR APPROACH DIAGRAM 1 14 I 0 N I I <--+ V +--> W--+--E A A I s 28 --+ +--0 0 ---> <--0 FARADAY AVE 26 --+ +--0 V V <--+ A +--> I 31 I 0 19 ORION ST TOTAL VOLUMES -------------- 15 MIN HOURLY 24 119 24 41 30 119 119 LINSCOTT, LAW & GREENSPAN 8989 RIO SAN DIEGO DRIVE, SUITE 135 SAN DIEGO, CA 92108 (619)299-3090 Prepared for : CARLSBAD MRF INTERSECTION : EL CAMINO REAL AND ORION ST TCS FILE NAME: B:711xpoec.MCT ABNORMAL CONDITIONS: EL CAMINO REAL * •:. * MANUAL COUNT SUMMARY * * * JOB#: 3-970711 DATE: 02/18/97 DAY : TUESDAY TIME: 4:00PM -5:00PM ORION ST ---------------------------------------------------------------------------------------------- NORTHBOUND SOUTHBOUND 1/4 HR TOTALS EASTBOUND WESTBOUND 1/4 HR TOTALS TIME -------------------------------------------------------------------------------------- BEGIN LEFT THRU RIGHT LEFT THRU RIGHT NBD SBD BOTH LEFT THRU RIGHT LEFT THRU RIGHT EBD WBD BOTH ------------------------- *4:00 10 10 0 10 5 0 5 5 *4:15 12 12 •. 0 12 3 0 3 3 *4:30 6 6 0 6 3 0 3 3 *4:45 14 14 0 14 11 0 11 11 * PEAK HOUR from 4:00 PM TO 5:00 PM 0 0 42 0 0 0 42 0 42 0 0 0 0 0 22 0 22 22 PEAK HOUR APPROACH DIAGRAM 0 0 I 0 N I I I I <--+ V +--> W--+--E A A I 0 --+ 22 ,_ s +--S1 l'ee--+ A 0 ---> <--0 ~ 0 --+ +--0 V V <--+ A +--> 0 42 0 EL CAMINO REAL TOTAL VOLUMES -------------- 15 MIN HOURLY 15 64 15 9 25 64 64 LINSCOTT, LAW & GREENSPAN 8989 RIO SAN DIEGO DRIVE, SUITE 135 SAN DIEGO, CA 92108 (619)299-3090 Prepared for : CARLSBAD MRF INTERSECTION : EL CAMINO REAL AND ORION ST TCS FILE NAME: B:711xaoec.MCT ABNORMAL CONDITIONS: EL CAMINO REAL **°'*MANUAL COUNT SUMMARY*** JOB#: 3-970711 DATE: 2/18/97 DAY : TUESDAY TIME: 7:00AM -8:00AM ORION ST ---------------------------------------------------------------------------------------------- NORTHBOUND SOUTHBOUND 1/4 ,HR TOTALS EASTBOUND WESTBOUND 1/4 HR TOTALS TIME ----------------------------------. ·-------------------------------------------------- BEGIN LEFT THRU RIGHT LEFT THRU RIGHT NBD SBD BOTH LEFT THRU RIGHT LEFT THRU RIGHT EBD IJBD BOTH ------------------------------ *7:00 10 10 . 0 10 0 1 1 *7:15 12 12 \ 0 12 3 0 3 3 *7:30 14 14 0 14 3 0 3 3 *7:45 20 20: 0 20 4 0 4 4 * PEAK HOUR from 7:00 AM TO 8:00 AM 0 056 0 0 0 56 0 56 0 0 0 0 0 11 0 11 11 PEAK HOUR APPROACH DIAGRAM 0 0 I 0 N I I <--+ V +--> W--+--E A A I s 0 --+ +--11 ,, \ s-Js-eet A 0 ---> <--0-~ 0 --+ +--0 V V <--+ A +--> I 0 I 56 0 EL CAMINO REAL TOTAL VOLUMES -------------- 15 MIN HOURLY 11 67 15 17 24 67 67 LINSCOTT LAW & GREENSPAN ENGINEERS APPENDIX 8 Signalized Intersection Calculation Sheets LINSCOTT-:< LAW.'·&··~: ... · GREENSPAN ENGINEERS LEVEL OF SERVICE and INTERSECTION CAPACITY UTILIZATION (ICU) Level of Service is a term used to describe prevailing conditions and their effect on traffic. Broadly interpreted, the Level of Service concept denotes any one of a number of differing combinations of operating conditions which may take place as a roadway is accommodating various traffic volumes. Level of Service is a qualitative measure of the effect of such factors as travel speed, travel time, interruptions, freedom to maneuver, safety, driving comfort and convenience. Six Levels of Service, A through F, have been defined in the Highway Capacity Manual of 1994. Level of Service A describes a condition of free flow, with low traffic volumes and relatively high speeds, while Level of Service F describes forced traffic flow at low speeds with jammed conditions and queues which cannot clear during the green phases. The Intersection Capacity Utilization (ICU) method of intersection capacity analysis has been used in our studies. It directly relates traffic demand and available capacity for key intersection movements, regardless of present signal timing. The capacity per hour of green time for each approach is calculated based on the methods of the Highway Capacity Manual. The proportion of total signal time needed by each key movement is determined and compared to the total time available (100 percent of the hour). The result of summing the requirements of the conflicting key movements plus an allowance for clearance times is expressed as a decimal fraction. Conflicting key traffic movements are those opposing movements whose combine green time requirements are greatest. The resulting ICU represents the proportion of the total hour required to accommodate intersection demand volumes if the key conflicting traffic movements are operating at capacity. Other movements may be operating near capacity, or may be operating at significantly better levels. The ICU may be translated to a Level of Service as tabulated below. The Levels of Service (abbreviated from the Highway Capacity Manual) are listed with their corresponding ICU and Load Factor equivalents. Load Factor is that proportion of the signal cycles during the peak hour which are fully loaded; i.e. when all of the vehicles waiting at the beginning of green are not able to clear on that green phase. SERVICE LEVEL A Level of Service A (free flow) B (rural design) C (urban design) D (maximum urban design) E ( capacity) F (forced flow) Load Factor 0.0 0.0 0.1 0.1 0.3 0.3 0.7 0.7 1.0 Not Applicable Equivalent ICU 0.0 -0.6 0.61 -0.70 0.71 -0.80 0.81 -0.90 0.91 1.00 Not Applicable There are no loaded cycles and few are even close to loaded at this service level. No approach phase is fully utilized by traffic and no vehicle waits longer than one red indication. SERVICE LEVEL B This level represents stable operation where an occasional approach phase is fully utilized and a substantial number are approaching full _ use. Many drivers begin to feel restricted within platoons of vehicles. SERVICE LEVEL C At this level stable operation continues. Loading is still intermittent but more frequent than at Level B. Occasionally drivers may have to wait through more than one red signal indication and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so. SERVICE LEVEL D This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak hour, but enough cycles with lower demand occur to permit periodic clearance of queues, thus preventing excessive backups. Drivers frequently have to wait through more than one red signal. This level is the lower limit of acceptable operation to most drivers. SERVICE LEVEL E This represents near capacity and capacity operation. At capacity (ICU = 1.0) it represents the most vehicles that the particular intersection can accommodate. However, full utilization of every signal cycle is seldom attained no matter how great the demand. At this level all drivers wait through more than one red signal, and frequently through several. SERVICE LEVEL F Jammed conditions. Traffic backed up from a downstream location on one of the streets restricts or prevents movement of traffic through the intersection under consideration. trafcon.ltr TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/I-5 SB RAMPS AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLlME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLlME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLlME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 NBT 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 NBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBL 879 3240 0.27 * 0 879 3240 0.27 * 0 879 3240 0.27 * 0 879 3240 0.27 * 0 0 0 0.00 SBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBR 177 1800 0.10 0 177 1800 0.10 0 177 1800 0.10 0 177 1800 0.10 0 0 0 0.00 EBL 0 0 o.oo * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 EBT 318 6000 0.07 0 318 6000 0.07 0 318 6000 0.07 0 318 6000 0.07 0 0 0 0.00 EBR 122 0 0.00 0 122 0 0.00 0 122 0 0.00 0 122 0 0.00 0 0 0 o.oo WBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 WBT 538 4000 0.13 * 0 538 4000 0.13 * 0 538 4000 0.13 * 0 538 4000 0.13 * 0 0 0 0.00 WBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ---------------- ICU VALUE 0.50 ICU VALUE 0.50 ICU VALUE 0.50 ICU VALUE a.so ICU VALUE 0.00 LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= B:711PASSA.ICU NoiF: Fo~ -a,sTJN c., c.0ND1T10N.C-so NE-"" c...12-1nc..A-L-Mov~F'NTS-Wf"lLF C,f-rA-N<::it?°O J TO Mk"'ictt TH-€= \q9'=:> CAr2-LS"E.A-D T12--A-F..P1C Mo~,n,~1N<=. flZOEJ~A.rv\. TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/I-5 SB RAMPS PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) __ .., __ .. __ -------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLlJilE CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLlJilE CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLlJilE CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NSL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 NST 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 NSR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SSL 512 3240 0.16 * 0 512 3240 0.16 * 0 512 3240 0.16 * 0 512 3240 0.16 * 0 0 0 0.00 SST 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SSR 108 1800 0.06 0 108 1800 0.06 0 108 1800 0.06 0 108 1800 0.06 0 0 0 0.00 ESL 0 0 o.oo * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 EST 537 6000 0.13 0 537 6000 0.13 0 537 6000 0.13 0 537 6000 0.13 0 0 0 0.00 ESR 249 0 0.00 0 249 0 0.00 0 249 0 0.00 0 249 0 0.00 0 0 0 0.00 IIBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 11ST 792 4000 0.20 * 0 792 4000 0.20 * 0 792 4000 0.20 * 0 792 4000 0.20 * 0 0 0 0.00 IIBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ---------------- ICU VALUE 0.46 ICU VALUE 0.46 ICU VALUE 0.46 ICU VALUE 0.46 ICU VALUE 0.00 LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= B:711PAS5P. ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/I-5 NB RAMPS AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 182 0 0.00 0 182 0 0.00 0 182 0 0.00 0 182 0 0.00 0 0 0 0.00 NBT 1 2000 0.09 0 1 2000 0.09 0 1 2000 0.09 0 2000 0.09 0 0 0 0.00 NBR 1431 3240 0.44 * 3 1434 3240 0.44 * 4 1438 3240 0.44 * 5 1443 3240 0.45 * 0 0 0 0.00 SBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 EBL 59 1800 0.03~ 0 59 1800 0.'03 Sjc" 0 59 1800 0.03 ';I( 0 59 1800 0.03 ~ 0 0 0 0.00 EBT 1219 6000 0.20 0 1219 6000 0.20 0 1219 6000 0.20 0 1219 6000 0.20 0 0 0 0.00 EBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 WBL 0 0 0.00 0 0 0 o.oo 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 WBT 669 6000 0.11 5 674 6000 0.11 4 678 6000 0.11 5 683 6000 0.11 0 0 0 0.00 WBR 315 1800 0.18¥ 0 315 1800 0.18 K 0 315 1800 0.18 ~ 0 315 1800 0.18 ,+'° 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 -------------------- ICU VALUE ~ 0. 7 5" I CU VALUE ~ o,1r ICU VALUE o)?f. ons ICU VALUE ~ 0,7(o ICU VALUE 0.00 LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= B:711PAN5A.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/I-5 NB RAMPS PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS {400 TON INCREASE) {800 TON INCREASE) {1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 131 0 0.00 0 131 0 0.00 0 131 0 0.00 0 131 0 0.00 0 0 0 0.00 NBT 0 2000 0.07 0 0 2000 0.07 0 0 2000 0.07 0 0 2000 0.07 0 0 0 0.00 NBR 678 3240 0.21 % 4 682 3240 0.21 % 3 685 3240 0.217"-5 690 3240 0.21 ~ 0 0 0 0.00 SBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBR 0 0 o.oo 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 EBL 202 1800 0.11 * 0 202 1800 0.11 * 0 202 1800 0.11 * 0 202 1800 0.11 * 0 0 0 0.00 EBT 793 6000 0.13 0 793 6000 0.13 0 793 6000 0.13 0 793 6000 0.13 0 0 0 0.00 EBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 WBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 o.oo 0 0 0 0.00 WBT 1766 6000 0.29 2 1768 6000 0.29 3 1771 6000 0.30 5 1776 6000 0.30 0 0 0 0.00 WBR 923 1800 0.51 * 0 923 1800 0.51 * 0 923 1800 0.51 * 0 923 1800 0.51 * 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ---------------- ICU VALUE ~ 0,9., ICU VALUE ~ o.q3 ICU VALUE ~D,9.> ICU VALUE ~ 0,93, ICU VALUE o.oo LEVEL OF SERVICE=X E"" LEVEL OF SERVICE= jX -F LEVEL OF SERVICE=): I::" LEVEL OF SERVICE= J( F LEVEL OF SERVICE= B:711PAN5P.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/PASEO DEL NORTE AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLIJilE. CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLIJilE CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 257 3240 0.08 0 257 3240 0.08 0 257 3240 0.08 0 257 3240 0.08 0 0 0 0.00 NBT 76 4000 0.08 * 0 76 4000 0.08 * 0 76 4000 0.08 * 0 76 4000 0.08 * 0 0 0 0.00 NBR 243 0 o.oo 0 243 0 0.00 0 243 0 0.00 0 243 0 0.00 0 0 0 0.00 SBL 104 3240 0.03 * 0 104 3240 0.03 * 0 104 3240 0.03 * 0 104 3240 0.03 * 0 0 0 0.00 SBT 35 4000 0.01 0 35 4000 0.01 0 35 4000 0.01 0 35 4000 0.01 0 0 0 0.00 SBR 18 0 0.00 0 18 0 0.00 0 18 0 0.00 0 18 0 0.00 0 0 0 0.00 EBL 148 3240 0.05 0 148 3240 0.05 0 148 3240 0.05 0 148 3240 0.05 0 0 0 0.00 EBT 2467 6000 0.44 * 3 2470 6000 0.44 * 4 2474 6000 0.44 * 5 2479 6000 0.44 * 0 0 0 0.00 EBR 152 0 0.00 0 152 0 0.00 0 152 0 0.00 0 152 0 0.00 0 0 0 0.00 IJBL 71 3240 0.02 * 0 71 3240 0.02 * 0 71 3240 0.02 * 0 71 3240 0.02 * 0 0 0 0.00 IJBT 791 6000 0.13 5 796 6000 0.13 4 800 6000 0.13 5 805 6000 0.13 0 0 0 0.00 IJBR 125 1800 0.07 0 125 1800 0.07 0 125 1800 0.07 0 125 1800 0.07 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ---==== ------------ ICU VALUE 0.67 ICU VALUE 0.67 ICU VALUE 0.67 ICU VALUE 0.67 ICU VALUE 0.00 LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B:711PAPSA.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/PASEO DEL NORTE PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 360 3240 0.11 * 0 360 3240 0.11 * 0 360 3240 0.11 * 0 360 3240 0.11 * 0 0 0 0.00 NBT 88 4000 0.07 0 88 4000 0.07 0 88 4000 0.07 0 88 4000 0.07 0 0 0 0.00 NBR 195 0 0.00 0 195 0 0.00 0 195 0 0.00 0 195 0 0.00 0 0 0 0.00 SBL 174 3240 0.05 0 174 3240 0.05 0 174 3240 0.05 0 174 3240 0.05 0 0 0 0.00 SBT 93 4000 0.05 * 0 93 4000 0.05 * 0 93 4000 0.05 * 0 93 4000 0.05 * 0 0 0 0.00 SBR 118 0 0.00 0 118 0 0.00 0 118 0 0.00 0 118 0 0.00 0 0 0 0.00 EBL 169 3240 0.05 * 0 169 3240 0.05 * 0 169 3240 0.05 * 0 169 3240 0.05 * 0 0 0 0.00 EBT 1207 6000 0.24 4 1211 6000 0.24 3 1214 6000 0.24 5 1219 6000 0.24 0 0 0 0.00 EBR 216 0 o.oo 0 216 0 0.00 0 216 0 0.00 0 216 0 0.00 0 0 0 0.00 WBL 367 3240 0.11 0 367 3240 0.11 0 367 3240 0.11 0 367 3240 0.11 0 0 0 0.00 WBT 2318 6000 0.39 * 2 2320 6000 0.39 * 3 2323 6000 0.39 * 5 2328 6000 0.39 * 0 0 0 0.00 WBR 134 1800 0.07 0 134 1800 0.07 0 134 1800 0.07 0 134 1800 0.07 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 === ---------------- ICU VALUE 0.70 ICU VALUE 0.70 ICU VALUE 0.70 ICU VALUE 0.70 ICU VALUE 0.00 LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B:711PAPSP. ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/COLLEGE BOULEVARD AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLi.ME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLl.»IE CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 0 0 o.oo 0 0 0 o.oo 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 NBT 0 0 o.oo * 0 0 0 o.oo * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 NBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBL 69 1800 0.04 0 69 1800 0.04 0 69 1800 0.04 0 69 1800 0.04 0 0 0 0.00 SBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBR 219 3240 0.077" 0 219 3240 0.07,i'-0 219 3240 0.07)f{ 0 219 3240 0.07,t' 0 0 0 0.00 EBL 998 3240 0.31 * 0 998 3240 0.31 * 0 998 3240 0.31 * 0 998 3240 0.31 * 0 0 0 0.00 EBT 1917 6000 0.32 3 1920 6000 0.32 4 1924 6000 0.32 5 1929 6000 0.32 0 0 0 0.00 EBR 0 1800 0.00 0 0 1800 0.00 0 0 1800 0.00 0 0 1800 0.00 0 0 0 0.00 WBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 WBT 886 6000 0.15 * 5 891 6000 0.15 * 4 895 6000 0.15 * 5 900 6000 0.15 * 0 0 0 0.00 WBR 99 1800 0.06 0 99 1800 0.06 0 99 1800 0.06 0 99 1800 0.06 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ----==== ------------ ICU VALUE o>u o.C,3, ICU VALUE ~ Q,b1 ICU VALUE ~ 0•"3, ICU VALUE ~0,0; ICU VALUE 0.00 LEVEL OF SERVICE= :X p . LEVEL OF SERVICE= }I( $ LEVEL OF SERVICE= ft-.f> LEVEL OF SERVICE=)( b LEVEL OF SERVICE= B:711PACOA.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/COLLEGE BOULEVARD PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLLME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLLME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 * 0 0 0 0.00 NBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 NBR 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBL 65 1800 0.04 0 65 1800 0.04 0 65 1800 0.04 0 65 1800 0.04 0 0 0 0.00 SBT 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 SBR 1001 3240 0.31 * 0 1001 3240 0.31 * 0 1001 3240 0.31 * 0 1001 3240 0.31 * 0 0 0 0.00 EBL 263 3240 0.08 * 0 263 3240 0.08 ~ 0 263 3240 0.08 ~ 0 263 3240 0.08,i(-0 0 0 0.00 EBT 1306 6000 0.22 4 1310 6000 0.22 3 1313 6000 0.22 5 1318 6000 0.22 0 0 0 0.00 EBR 0 1800 0.00 0 0 1800 0.00 0 0 1800 0.00 0 0 1800 0.00 0 0 0 0.00 WBL 7 3240 0.00 0 7 3240 0.00 0 7 3240 0.00 0 7 3240 0.00 0 0 0 0.00 WBT 1955 6000 0.33 * 2 1957 6000 0.33 * 3 1960 6000 0.33 * 5 1965 6000 0.33 * 0 0 0 0.00 WBR 119 1800 0.07 0 119 1800 0.07 0 119 1800 0.07 0 119 1800 0.07 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ==== ------------ ICU VALUE ~o,sz. ICU VALUE ~ 0,2:12. ICU VALUE 0-;,.{t C>, 8°2-I CU VALUE ~o,KZ. ICU VALUE 0.00 LEVEL OF SERVICE= X D LEVEL OF SERVICE= J1( J) LEVEL OF SERVI CE= X D LEVEL OF SERVICE=)( D LEVEL OF SERVICE= B:711PACOP.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/CAMINO VIDA ROBLE AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ------------------------~--------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOL!ME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 171 1800 0.10 * 0 171 1800 0.10 * 0 171 1800 0.10 * 0 171 1800 0.10 * 0 0 0 0.00 NBT 61 2000 0.03 0 61 2000 0.03 0 61 2000 0.03 0 61 2000 0.03 0 0 0 0.00 NBR 50 1800 0.03 0 50 1800 0.03 0 50 1800 0.03 0 50 1800 0.03 0 0 0 0.00 SBL 8 1800 0.00 0 8 18CO o.oo 0 8 1800 0.00 0 8 1800 0.00 0 0 0 0.00 SBT 5 2000 0.00 * 0 5 2000 0.00 * 0 5 2000 0.00 * 0 5 2000 0.00 * 0 0 0 0.00 SBR 5 1800 0.00 0 5 1800 0.00 0 5 1800 0.00 0 5 1800 0.00 0 0 0 0.00 EBL 40 1800 0.02 0 40 1800 0.02 0 40 1800 0.02 0 40 1800 0.02 0 0 0 0.00 EBT 883 6000 0.23 * 3 886 6000 0.23 * 4 890 6000 0.23 * 5 895 6000 0.24 * 0 0 0 0.00 EBR 516 0 0.00 0 516 0 0.00 0 516 0 0.00 0 516 0 0.00 0 0 0 0.00 WBL 193 1800 0.11 * 0 193 1800 0.11 * 0 193 1800 0.11 * 0 193 1800 0.11 * 0 0 0 0.00 WBT 669 6000 0.13 5 674 6000 0.13 4 678 6000 0.13 5 683 6000 0.13 0 0 0 0.00 WBR 94 0 0.00 0 94 0 0.(10 0 94 0 0.00 0 94 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ---------------- ICU VALUE 0.54 ICU VALUE 0.54 ICU VALUE 0.54 ICU VALUE 0.55 ICU VALUE 0.00 LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= A LEVEL OF SERVICE= B:711PACVA. ICU· TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/CAMINO VIDA·ROBLE PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 493 1800 0.27 * 0 493 1800 0.27 * 0 493 1800 0.27 * 0 493 1800 0.27 * 0 0 0 0.00 NBT 27 2000 0.01 0 27 2000 0.01 0 27 2000 0.01 0 27 2000 0.01 0 0 0 o.oo NBR 131 1800 0.07 0 131 1800 0.07 0 131 1800 0.07 0 131 1800 0.07 0 0 0 0.00 SBL 86 1800 0.05 0 86 1800 0.05 0 86 1800 0.05 0 86 1800 0.05 0 0 0 0.00 SST 57 2000 0.03 * 0 57 2000 0.03 * 0 57 2000 0.03 * 0 57 2000 0.03 * 0 0 0 0.00 SBR 26 1800 0.01 0 26 1800 0.01 0 26 1800 0.01 0 26 1800 0.01 0 0 0 0.00 ESL 7 1800 0.00 0 7 1800 0.00 0 7 1800 0.00 0 7 1800 0.00 0 0 0 0.00 EST 839 6000 0.17 * 4 843 6000 0.17 * 3 846 6000 0.17 * 5 851 6000 0.17 * 0 0 0 0.00 EBR 191 0 0.00 0 191 0 0.00 0 191 0 0.00 0 191 0 0.00 0 0 0 0.00 WBL 86 1800 0.05 * 0 86 1800 0.05 * 0 86 1800 0.05 * 0 86 1800 0.05 * 0 0 0 0.00 WST 949 6000 0.16 2 951 6000 0.16 3 954 6000 0.16 5 959 6000 0.16 0 0 0 0.00 WSR 20 0 0.00 0 20 0 0.00 0 20 0 0.00 0 20 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ==== ------------ ICU VALUE 0.62 ICU VALUE 0.62 ICU VALUE 0.62 ICU VALUE 0.62 ICU VALUE 0.00 LEVEL OF SERVICE= S LEVEL OF SERVICE= S LEVEL OF SERVICE= S LEVEL OF SERVICE= B LEVEL OF SERVICE= B:711PACVP.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/EL CAMINO REAL AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC VOLIME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLIME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLi.ME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 25 1800 ,. 0.01 0 25 1800 0.01 0 25 1800 0.01 0 25 1800 0.01 0 0 0 0.00 NBT 568 6000 0.09 0 568 6000 0.09 0 568 6000 0.09 0 568 6000 0.09 0 0 0 0.00 NBR 243 1800 0.14 ;f" 0 243 1800 0.14-'.¥ 0 243 1800 0.14 >f' 0 243 1800 0.14# 0 0 0 0.00 SSL 365 3240 0.11 * 7 372 3240 0.11 * 6 378 3240 0.12. * 7 385 3240 0.12 * 0 0 0 0.00 SBT 393 6000 0.07 0 393 6000 0.07 0 393 6000 0.07 0 393 6000 0.07 0 0 0 0.00 SBR 205 1800 0.11 5 210 1800 0.12 4 214 1800 0.12 5 219 1800 0.12 0 0 0 0.00 EBL 166 3240 0.05* 3 169 3240 0.05 ;¥ 4 173 3240 0.05-jG 5 178 3240 0.05~ 0 0 0 0.00 EBT 586 6000 0.10 0 586 6000 0.10 0 586 6000 0.10 0 586 6000 0.10 0 0 0 0.00 EBR 11 0 0.00 0 11 0 0.00 0 11 0 0.00 0 11 0 0.00 0 0 0 0.00 WBL 462 3240 0.14 0 462 3240 0.14 0 462 3240 0.14 0 462 3240 0.14 0 0 0 0.00 WBT 1154 6000 0.19 0 1154 6000 0.19 0 1154 6000 0.19 0 1154 6000 0.19 0 0 0 0.00 WBR 418 1800 0.23)1' 5 423 1800 0.24·'¥ 6 429 1800 0.24 ~ 7 436 1800 0.24 ~ 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 -------------------- ICU VALUE ~r;.b'; ICU VALUE 0~ O,b+ ICU VALUE o~o,bS-ICU VALUE ~ 0,~ ICU VALUE 0.00 LEVEL OF SERVICE=_)( ~ LEVEL OF SERVICE~X (3> LEVEL OF SERVICE= )I(. ,e. LEVEL OF SERVICE= 'J< ~ LEVEL OF SERVICE= B:711PAELA.ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/EL CAMINO REAL PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 45 1800 0.03 0 45 1800 0.03 0 45 1800 0.03 0 45 1800 0.03 0 0 0 0.00 NBT 484 6000 0.08 0 484 6000 0.08 0 484 6000 0.08 0 484 6000 0.08 0 0 0 0.00 NBR 277 1800 0.15 71' 0 277 1800 0.15~ 0 277 1800 0.15-i' 0 277 1800 0.15~ 0 0 0 0.00 SBL 810 3240 0.25 * 4 814 3240 0.25 * 5 819 3240 0.25 * 5 824 3240 0.25 * 0 0 0 0.00 SBT 592 6000 0.10 0 592 6000 0.10 0 592 6000 0.10 0 592 6000 0.10 0 0 0 0.00 SBR 106 1800 0.06 2 108 1800 0.06 3 111 1800 0.06 5 116 1800 0.06 0 0 0 0.00 EBL 280 3240 0.09 4 284 3240 0.09 3 287 3240 0.09 5 292 3240 0.09 0 0 0 0.00 EBT 1007 6000 0.17 * 0 1007 6000 0.17 * 0 1007 6000 0.17 * 0 1007 6000 0.17 * 0 0 0 0.00 EBR 8 0 0.00 0 8 0 0.00 0 8 0 0.00 0 8 0 0.00 0 0 0 0.00 WBL 365 3240 0.11 * 0 365 3240 0.11 * 0 365 3240 0.11 * 0 365 3240 0.11 * 0 0 0 0.00 WBT 623 6000 0.10 0 623 6000 0.10 0 623 6000 0.10 0 623 6000 0.10 0 0 0 0.00 WBR 99 1800 0.06 6 105 1800 0.06 5 110 1800 0.06 5 115 1800 0.06 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 -------------------- ICU VALUE ~0-7~ ICU VALUE ~0-7~ ICU VALUE O"J1t{ 0 I 7?;; ICU VALUE ~v.,P,;. ICU VALUE 0.00 LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= B:711PAELP. ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/EL FUERTE STREET AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC ADD. TOTAL VIC VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NSL 2 1800 0.00 0 2 1800 0.00 0 2 1800 0.00 0 2 1800 0.00 0 0 0 0.00 NST 4 2000 0.00 * 0 4 2000 0.00 * 0 4 2000 0.00 * 0 4 2000 0.00 * 0 0 0 0.00 NSR 1 0 0.00 0 0 0.00 0 1 0 0.00 0 0 0.00 0 0 0 0.00 SSL 49 1800 0.03 * 0 49 1800 0.03 * 0 49 1800 0.03 * 0 49 1800 0.03 * 0 0 0 0.00 SST 0 2000 0.00 0 0 2000 0.00 0 0 2000 0.00 0 0 2000 0.00 0 0 0 0.00 SSR 22 1800 0.01 0 22 1800 0.01 0 22 1800 0.01 0 22 1800 0.01 0 0 0 0.00 ESL 561 1800 0.31 * 0 561 1800 0.31 * 0 561 1800 0.31 * 0 561 1800 0.31 * 0 0 0 0.00 EST 908 4000 0.23 7 915 4000 0.23 6 921 4000 0.23 7 928 4000 0.23 0 o. 0 0.00 ESR 7 1800 0.00 0 7 1800 0.00 0 7 1800 0.00 0 7 1800 0.00 0 0 0 0.00 WSL 3 1800 0.00 0 3 1800 0.00 0 3 1800 0.00 0 3 1800 0.00 0 0 0 0.00 WBT 2416 6000 0.44 * 5 2421 6000 0.44 * 6 2427 6000 0.44 * 7 2434 6000 0.44 * 0 0 0 0.00 WBR 228 0 0.00 0 228 0 0.00 0 228 0 0.00 0 228 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 -------------------- ICU VALUE 0.88 ICU VALUE 0.88 ICU VALUE 0.88 ICU VALUE 0.88 ICU VALUE 0.00 LEVEL OF SERVICE= D LEVEL OF SERVICE= D LEVEL OF SERVICE= D LEVEL OF SERVICE= D LEVEL OF SERVICE= B:711PAFUA. ICU TABLE VOLUME-CAPACITY ANALYSIS PALOMAR AIRPORT ROAD/EL FUERTE STREET PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 0 0 0 0.00 NBT 0 2000 o.oo * 0 0 2000 0.00 * 0 0 2000 0.00 * 0 0 2000 0.00 * 0 0 0 0.00 NBR 2 0 0.00 0 2 0 0.00 0 2 0 0.00 0 2 0 0.00 0 0 0 0.00 SBL 327 1800 0.18 * 0 327 1800 0.18 * 0 327 1800 0.18 * 0 327 1800 0.18 * 0 0 0 0.00 SBT 0 2000 0.00 0 0 2000 0.00 0 0 2000 0.00 0 0 2000 0.00 0 0 0 0.00 SBR 194 1800 0.11 0 194 1800 0.11 0 194 1800 0.11 0 194 1800 0.11 0 0 0 0.00 EBL 41 1800 0.02 0 41 1800 0.02 0 41 1800 0.02 0 41 1800 0.02 0 0 0 0.00 EBT 3134 4000 0.78 * 4 3138 4000 0.78 * 5 3143 4000 0.79 * 5 3148 4000 0.79 * 0 0 0 0.00 EBR 3 1800 0.00 0 3 1800 0.00 0 3 1800 0.00 0 3 1800 o.oo 0 0 0 0.00 IJBL 4 1800 0.00 * 0 4 1800 0.00 * 0 4 1800 0.00 * 0 4 1800 0.00 * 0 0 0 0.00 IJBT 1038 6000 0.18 6 1044 6000 0.18 5 1049 6000 0.18 5 1054 6000 0.18 0 0 0 0.00 I.JSR 34 0 o.oo 0 34 0 0.00 0 34 0 0.00 0 34 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ==== ------------ Ia.J VALUE 1.06 Ia.J VALUE 1. 06 ICU VALUE 1.07 Ia.J VALUE 1.07 ICU VALUE 0.00 LEVEL OF SERVICE= F LEVEL OF SERVICE= F LEVEL OF SERVICE= F LEVEL OF SERVICE= F LEVEL OF SERVICE= B:711PAFUP.ICU TABLE VOLUME-CAPACITY ANALYSIS EL CAMINO REAL/FARADAY AVENUE AM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- MOVEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 926 3240 0.29 * 0 926 3240 0.29 * 0 926 3240 0.29 * 0 926 3240 0.29 * 0 0 0 o.oo NBT 389 6000 0.10 0 389 6000 0.10 0 389 6000 0.10 0 389 6000 0.10 0 0 0 0.00 NBR 201 0 0.00 0 201 0 0.00 0 201 0 0.00 0 201 0 0.00 0 0 0 0.00 SBL 215 3240 0.07 0 215 3240 0.07 0 215 3240 0.07 0 215 3240 0.07 0 0 0 0.00 SBT 929 6000 0.20 * 0 929 6000 0.20 * 0 929 6000 0.20 * 0 929 6000 0.20 * 0 0 0 0.00 SBR 268 0 0.00 0 268 0 0.00 0 268 0 0.00 0 268 0 0.00 0 0 0 0.00 EBL 41 3240 0.01 0 41 3240 0.01 0 41 3240 0.01 0 41 3240 0.01 0 0 0 0.00 EBT 98 2000 0.05 * 0 98 2000 0.05 * 0 98 2000 0.05 * 0 98 2000 0.05 * 0 0 0 0.00 EBR 52 1800 0.03 0 52 1800 0.03 0 52 1800 0.03 0 52 1800 0.03 0 0 0 0.00 WBL 63 1800 0.04 * 12 75 1800 0.04 * 10 85 1800 0.05 * 12 97 1800 0.05 * 0 0 0 0.00 WBT 50 4000 0.02 0 50 4000 0.02 0 50 4000 0.02 0 50 4000 0.02 0 0 0 0.00 WBR 16 0 0.00 0 16 0 0.00 0 16 0 0.00 0 16 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ---------------- ICU VALUE 0.68 ICU VALUE 0.68 ICU VALUE 0.69 ICU VALUE 0.69 ICU VALUE 0.00 LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B LEVEL OF SERVICE= B:711ELFAP.ICU TABLE VOLUME-CAPACITY ANALYSIS EL CAMINO REAL/FARADAY AVENUE PM EXISTING EXISTING+ PROJECT EXISTING+ PROJECT EXISTING+ PROJECT CONDITIONS (400 TON INCREASE) (800 TON INCREASE) (1200 TON INCREASE) ---------------------------------------------------------------------------------------------------------------------------- l«>VEMENT V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C ADD. TOTAL V/C VOLIME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO VOL. VOLUME CAP RATIO ---------------------------------------------------------------------------------------------------------------------------- NBL 149 3240 0.05 0 149 3240 0.05 0 149 3240 0.05 0 149 3240 0.05 0 0 0 0.00 NBT 791 6000 0.14 0 791 6000 0.14 0 791 6000 0.14 0 791 6000 0.14 0 0 0 0.00 NBR 74 0 0.00 0 74 0 o.oo 0 74 0 0.00 0 74 0 0.00 0 0 0 0.00 SBL 79 3240 0.02 0 79 3240 0.02 0 79 3240 0.02 0 79 3240 0.02 0 0 0 o.oo SBT 477 6000 0.09 * 0 477 60CO 0.09 * 0 477 6000 0.09 * 0 477 6000 0.09 * 0 0 0 0.00 SBR 41 0 0.00 0 41 0 0.00 0 41 0 0.00 0 41 0 0.00 0 0 0 0.00 EBL 242 3240 0.07 0 242 3240 0.07 0 242 3240 0.07 0 242 3240 0.07 0 0 0 0.00 EBT 131 2000 0.07 0 131 2000 0.07 0 131 2000 0.07 0 131 2000 0.07 0 0 0 0.00 EBR 796 1800 0.44 * 0 796 1800 0.44 * 0 796 1800 0.44 * 0 796 1800 0.44 * 0 0 0 0.00 \IBL 254 1800 0.14 * 6 260 1800 0.14 * 8 268 1800 0.15 * 10 278 1800 0.15 * 0 0 0 0.00 \IBT 127 4000 0.05 0 127 4000 0.05 0 127 4000 0.05 0 127 4000 0.05 0 0 0 0.00 \IBR 78 0 0.00 0 78 0 o:oo 0 78 0 0.00 0 78 0 0.00 0 0 0 0.00 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 CLEARANCE 0.10 ==== ==== ==== ------- ICU VALUE 0.77 ICU VALUE 0.77 ICU VALUE 0.78 ICU VALUE 0.78 ICU VALUE 0.00 LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= C LEVEL OF SERVICE= B:711ELFAA.ICU